HomeMy WebLinkAboutCT 83-19; CALAVERA HILLS VILLAGE T; PRELIMINARY GEOTECHNICAL INVESTIGATION AREAS E1, E2, H, I, K,AND P; 1983-01-06I
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PRELIMINARY GEOTECHNICAL INVESTIGATION
CALAVERA HILLS SUBDIVISION
CARLSBAD, CALIFORNIA
PREPARED FOR:
Ca1avera Hills Company
110 West "C" St'reet, Suite 1220
San Diego, California 92101
PREPARED BY:
Southern California Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdale Street
San Diego, California 92120
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SOUTHERN CAL.IFORNIA SOIL.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321
6 7 BEN T E R P R I S EST. ESC eND I 0 0, CAL I F.
January 6, 1983
Calavera Hills Company
110 West "C" Street, Suite 1220
San Diego, California 92101
ATTENTION: Mr. Scott Turpin
AND TESTING, INC.
• P.O. 80X 20627 SAN DIEGO, CALIF. 92120
9 2 C 2 5 TEL.E 746-4544
SCS&T 14112
Report No. 1
SUBJECT: Report of Preliminary Geotechnical Investigation for the Calavera
Hills, Areas El, E2, H, I, K and P Through Z2, Carlsbad, Calif-
ornia.
Gentlemen:
In accordance with your request we have performed a preliminary geotech-
nical investigation for the subject project. The findings and recommenda-
tions of our study are presented herewith.
In general, we found the site suitable for the proposed deve.lopment pro-
vided the recommendations presented in the attached report are followed.
If you have any quest; ons regardi ng thi s report, or if we may be of fur-
ther service, please do not hesitate to contact our office.
Very truly yours,
SOUTHERN CALIFORNIA SOIL & TESTING, INC.
Engineer
Charles H. Christian, R.C.E. #22330
CHC:CRB:DBA:mw
cc: (6) Submitted
(1) SCS&T, Escondido
C2.dj~
Curtis R. Burdett, C.E.G. #1090
SOUTHERN OALIFORNIA SOIL AND TESTING, I NO.
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TABLE OF CONTENTS
PAGE
Introduction and Project Description ••••••••••••••••••••••••••••••••••••• l
Scope of Service ••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 3
Fi ndi ngs ••••••••••.••..•.•••..•.••••.•••••••••••••••••••••••••••••••••••• 4
Site Description ••••••••••••••••••••••••••••••••••••••••••••••••••••• 4
General Geology and Subsurface Conditions •••••••••••••••••••••••••••• 5
Geologic Setting and Soil Description ••••••••••• · •• ~ ••••••••••••• 5
Jurassic Metavolcanics and Cretaceous Granitics (Jmv/Kgr) ••••• 5
Lusardi Formation (Kl) •••••••••••••••••••••••••••••••••••••••• .7
Tertiary Paleosol (Tp) •••••••••••••••••••••••••••••••••••••••• 7
Santiago Formation (Es) ••••••••••••••••••••••••••••••• ~ ••••••• 8
Tertiary Volcanic Rock (Tv) ••••••••••••••••••••••••••••• ~ ••••• 8
Quaternary Sandstone (Qu) ••••••••••••••••••••••••••••••••••••• 9
Older Quaternary (Pleistocene) Alluvium (Qoal) •••••••••••••••• 9
Younger Quaternary (Holocene) Alluvium (Qyal) ••••••••••••••••• 9
Artificial Fill (Qaf) ••••••••••••••••••••••••••••••••••••••••• 9
Geologic Conditions for Proposed Villages ••• ~ •••••••••••••••••• 10
Tectonic Setting ••••••••••••••••••••••••••••••••••••••••••••••• 12
Geologic Hazards ••••••••••••••••••••••••••••••••••••••••••••••• 12
Individual Area Characteristics •••••••••••••••••••••••••••••••• 13
Seismic Survey and Rippability Characteristics ••••••• · •• : •••••••••••••••• 13
General •••...••••••••••••••••••.•••••••.••.•••••••••••••••••••• 13
Rippability Characteristics of Granodioritic Rock ••••••••••••••••••• 22
Rippable Condition (0-4,500 Ft./Sec.) •••••••••••••••••••••••••• 22
Marginally Rippable Condition (4,500 -5,500 Ft./Sec.) ••••••••• 22
Nonrippable Condition (5,500 Ft./Sec. & Greater) ••••••••••••••• 23
Rippability Characteristics of Metavolcanics and Associated
Hypabyssa 1 Rocks and Tonal iti cRocks •••••••••••••••••••••••••••.••• 23
Rippable Condition (0-4,500 Ft./Sec.) •••••••••••••••••••••••••• 23
Marginally Rippable Condition (4,500 -5,500 Ft./Sec.) ••••••••• 24
Nonrippable Condition (5,500 Ft./Sec. & Greater) ••••••••••••••• 24
Rippability Characteristics ••••••••••••••••••••••••••••• ~ ••••••••••• 24
Rippability Charts •••••••••••••••••••••••••••••• $ •••••••••••••• 24
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TABLE OF CONTENTS (continued)
PAGE
Seismic Traverse Limitations •••••••••••••••••••••••••••••••••••••••• 25
Recommendations and Conclusions ••••••••••••••••••••••••••••••••••••••••• 26
General ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 26
Site Preparation •••••••••••••••••••••••••••••••••••••••••••••••••••• 26
General •••••••••••••••••••••••••••••••••••••••••••••••••••••••• 26
Subdrains •••••••••••••••••••••••••••••••••••••••••••••••••••••• 27
Rock Disposal •••••••••••••••••••••••••••••••••••••••••••••••••• 27
Select Grading ••••••••••••••••••••••••••••••••••••••••••••••••• 28
Undercutting ••••••••••••••••••••••••••••••••••••••••••••••••••• 28
Earthwork •••••••••••••••••••••••••••••••••••••••••••••••••••••• 29
Slope Stability •...................•...•..........•...•••••••.••.... 29
Slopes for Access Roads •••••••••••••••••••••••••••••••••.•••••• 29
Additional Slopes •••••••••••••••••••••••••••••••••••••••••••••• 29
Foundations ••••••••••••••••••••••••••••• i ••••••••••••••••••••••••••• 30
General •••••••••••••••••••••••••••••••••••••••••••••••••••••••• 30
Reinforcing •••••••••••••••••••••••••••••••••••••••••••••••••••• 30
Concrete Slabs-an-Grade •••••••••••••••••••••••••••••••••••••••• 31
Settlement Characteristics ••••••••••••••••••••••••••••••••••••• 31
Expansive Characteristics •••••••••••••••••••••••••••••••••••••• 31
Earth Retaining Structures •••••••••••••••••••••••••••••••••••••••• ~.32
Ultimate Passive Pressure •••••••••••••••••••••••••••••••••••••• 32
Ultimate Active Pressure ••••••••••••••••••••••••••••••••••••••• 32
Backfill ••••••••••••••••••••••••••••••••••••••••••••••••••••••• 33
Factor of Safety •••••••••••••••••.•••••••••••••••••••..•••••••• 33
L imitati on5 •............• ' .........•...•••••••••.•••.•••.••.•.•...•....•• 33
Review, Observation and Testing ••••••••••••••••••••••••••••••••••••• 33
Uniformity of Conditions ............................................. 34
Change in Scope ••••••••••••••••••••••••••••••••••••••••••••••••••••• 34
Time Limitations •••••••••••••••••••••••••••••••••••••••••••••••••••• 34
Professional Standard ••••••••••••••••••••••••••••••••••••••••••••••• 35
Client's Responsibility ••••••••••••••••••••••••••••••••••••••••••••• 35
Field Explorations •••••••••••••••••••••••••••••••••••••••••••••••••••••• 36
Laboratory Testing ••••••••••••• ~ •••••••••••••••••••••••••••••••••••••••• 37
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ATTACHMENTS
FIGURE
PAGE
Figure 1, Site Vicinity Map •••••••••••••••••••••••••••••••••••••••••••••• 2
TABLES
Table I, Generalized Engineering Characteristics of Geologic Un;ts •••••• l0
Table II, Geologic Conditions for Proposed Villages ••••••••••••••••••••• ll
Table III, Seismic Traverses ••••••••••••••••••••••••••••••••••••••••• 14-17
Table IV, Soil/Rock Conditions Ant;cipated ••••••••••••••••••••••••••• 18-22
PLATES
Plate 1 Plot Plan
Plate 2 Unified Soil Classification Chart
Plate 3-55 Trench Logs
Plate 56 Maximum Density & Optimum Moisture Content
Plate 57 Direct Shear Test Results
Plate 58 Expans;on Test Results
Plate 59-62 Grain Size Analysis and Atterburg Limits
Pl ate 63 Single Point Consolidation Test Results
Plate 64-65 Sei sm; c Results
Plate 66 Typical Canyon Subdrain Cross-Section
Plate 67 Oversize Rock Disposal
Plate 68 Slope Stability Calculations
APPENDICES
Appendix A, Plates From Previous Report
Appendix B, Recommended Grading Specifications and Special Provisions
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SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. 80X 20627 SAN DIEGO, CALIF. 92120
6 7 B E: N T E R P R I S EST. ESC 0 N D J D 0, CAL I F. 9 2 0 2 5 • TEL. E 7 4 6 -4 5 4 4
PRELIMINARY GEOTECHNICAL INVESTIGATION
CALAVERA HILLS SUBDIVISION
CARLSBAD, CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our preliminary geotechnical investiga-
tion for areas El, E2, H, I, K, and P through Z2 in the Lake Calavera
Hills Subdivision, located in the City of Carlsbad, California. The .site
location is shown on the vicinity map provided as Figure 1.
It is our understanding that the site will be presently developed by the
construction of access roads such as College Boulevard, Elm Street and
Tamarack Avenue. Individual parcels will be later engineered and sold for
future development. Although no specific plans exist at this time, com-
mercial and residential developments may be anticipated. Grading for
access roads wi 11 consi st of cuts and fi 11 s on the order of 25± feet and
40± feet, respectively. Proposed cut and fill slopes with an inclina-
tion of 2:1 (horizontal to vertical) will not exceed 30± feet and 65± feet
in height, respectively.
To assist in our investigation, we were provided with two undated topo-
graphi c maps, improvement and gradi ng pl ans for Tamarack Avenue (Stati ons
56+08 to 66+50), Elm Street (Stations 66+50 to 83+81) and College Boule-
vard (Stations 82+47 to 91+32), dated January 14, 1980; and an amended
master plan dated March 23, 1979. The plans were prepared by Rick Engi-
neering Company. In addition, the following documents were reviewed:
SOUTHERN CALIFORNIA SOIL AND JESTING,
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Page 1
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~------------------------~------~--------~~------~
Calaveras Hills
Carlsbad, California ~ SOUTHERN CALIFORNIA . Sf . SOIL & TESTING. INC.
e.ea RiveRDALe eTReeT
BAN DleaD, CALIFORNIA •• ".a I ~~--------------~--------~----~~ BY SMS DATE 8~6-84'
I JOB NO. 14112 Fi No 1 L-____________________________________ ~ ________________ ~~,~g~u_r __ e. __ ._._. ____ ___
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SCS&T 14112 January 6, 1983 Page 3
1) "Soils Engineering and Engineering Geologic Reconnaissance Inves-
tigation, Calavera Hills Property", April 2.9, 1981" Earth Re-
search Associates, Inc.
2) Appendix A of 'Report, San Diego Soils Engineering, Inc., February
18, 1981.
3) "Preliminary 'Geotechnical Investigation for the Proposed Lake
Calavera Hnls Units C and A and a Portion of the Extension of
Glascow Road", June 30, 1980, Woodward-Clyde Consultants.
4) IIPre-Preliminary Investigation for the Calavera Country D.evelop-
ment ll , June 7,1973, Southern California Testing Laboratory; Inc.
5) Related correspondence in our files.
Where pertinent, information from said reports was incorporated to this
study.
The site configuration, approximate topography and locatiol1 ,of our subsur-
face explorations are shown on Plate Number 1 of this report.
SCOPE OF SERVICE
Thi s i nvesti gati on consi sted of: surface reconnai ssan~e; sei smi c refrac-
tion survey, subsurface explorations; obtaining representative disturbed
and undisturbed samples; laboratory testing; analysis, of the field and
laboratory data; research of available geological literature pertaining to
the site; and preparation of this report. Specifically, the intent of
this analysis was to:
a) Explore the subsurface conditions to the depths influenced by the
anticipated construction.
SOU THE R N CAL I F" 0 R N I A 5 0, I LAN 0 T EST IN' G , INC •
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SCS&T 14112 January 6, 1983 Page 4
b) Evaluate, by laboratory tests, the pertinent engineering pro-
perties of the various strata which will influence the d~velop
ment, including their bearing capacities, expansive ch~racteris
tics and settlement potential.
c) Define the general geology at the site including possible geo-
logic hazards which could have an effect on the site develop-
ment.
d) Evaluate the rippability characteristics of metavolcanic and
granitic rock underlying most of the site.
e) Develop preliminary soil engineering criteria for site. grading
and provide preliminary design information regarding thesta-
bility of cut and fill slopes.
f) Recommend an appropriate foundation system for the type of struc-
tures and soil conditions anticipated and dev~lop soil engineer-
ing design criteria for the recommended foundation design.
FINDINGS
SITE DESCRIPTION
The subject site consists of 18 separate units (which are designated as
"villages") in the Calavera Hills Subdivision in Carlsbad, California.
Sixteen of the units are contiguous and comprise the eastern portion of
Calavera Hills Subdivision; the remaining two units are separated from the
other sixteen and constitute the extreme western portion of the subdivi-
sion. The morphology of the site is characterized by bold, rugged hills
with well-defined drainage channels. Elevations range from approximately
100 feet (MSLD) on the southern portion of the site to approximately 450
SOU THE R N CAL 1 FOR N 1 A 5 OIL A NOT E: 5 TIN G. I. N C.
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SCS&T 14112 January 6, 1983 Page 5
feet on the north-central portion. Most of the site is in an undeveloped
condition. A large water tank is present on the large hill on the north-
central portion of the site and a set of northeast trending power lines is
present on the eastern porti on of the site. Porti ons of the site have
previously been used for agricultural puposes but the former fields are
now fallow. Vegetation consists of a moderate to heavy growth of native
grasses, shrubs, and chaparral.
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
GEOLOGIC SETIING AND SOIL DESCRIPTION: The subject site is located near
the boundary between the Foothills Physiographic Province and the Coastal
Plains Physiographic Province of San Diego County and is consequently
underlain by materials of both igneous and sedimentary origin. Approxi-
mately 70% of the site is underlain by the basement complex rocks consist-
i ng of Jurassi c metavol cani c rocks and Cretaceous granitic rocks. App rox-
imately 20% of the site is underlain by the sandstones, siltstones, and
claystones of the Eocene Santiago Formation. The remaining 10% of the
site is underlain by a variety of materials consisting of Cretaceous
sediments, Tertiary paleosol, Tertiary volcanic rock, Pleistocene sand-
stone, Pleistocene alluvium, Holocene alluvium, and man-made fill. A
brief description of the materials encountered, in general decreasing
order of age, is presented below.
1) Basement Complex -Jurassic Metavolcanics and Cretaceous Gran-
itics (Jmv/Kgr): The oldest rocks exposed at the site are the
Jurassic metavolcanic and associated hypabyssal rocks. . The
metavolcanic rocks are generally andesite or dacite in composi-
t i on and the associ ated hypabyssal rocks are thei r porphy ri ti c
equivalents (ie: diorite porphyry to granodiorite porphyry). The
fine grained hypabyssal rocks are considered to be about the same
age as the metavolcanics and are consequently older than the
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Pgge 6
other i ntrusi ve rocks found at the site. Both the metavol cani cs
and the associ ated hypabyssal rocks weather to dark, smooth hi 11 s
or jagged, angul ar outcrops with a cl ayey, rocky topsoi 1. The
metavolcanic and hypabyssal rocks are generally rippable with
conventional earth-moving equipment to depths of only a few feet.
The other rocks in the basement complex are the granitic rocks of
the Cretaceous Southern Cal iforni a Bathol i th whi ch have intruded
the older rocks and are, to a large degree, mixed with them. The
granitic rocks at the project site appear to be both tonalitic
and granodioritic in composition. The tonalitic rocks are usu-
ally da rk gray, fi ne to med i urn 9 ra i ned rocks whereas the 9 rano-
dioritic rocks are usually yellowish brown to grayish brown,
medium to coarse grained rocks. The tonalitic rocks appear to be
predominant in the southern and west-central portions of the site
and the granodioritic rocks appear to be restricted largely to
the northern and northeastern portions of the site. The weather-
ing and rippability characteristics of the tonalitic rocks appear
to be somewhat similar to those of the metavolcanic/hypabyssal
rocks. The tonal itic rocks may be rippable to greater depths
than the metavolcanic rocks but ripping may be difficut and'time
consuming. In addition, it should be noted that the material
generated from the tonalitic rocks will have the appearance of
the metavol cani c rocks rather than that of good qua.l ity "decom-
posed granite". In contrast to the weathering characteristics of
the metavolcanic/hypabyssal rock and the tonalitic rocks, the
granodioritic rocks commonly weather to rounded outcrops or
boulders in a matrix of grus ("decomposed granite"). The grano-
dioritic rocks are variable in their excavation characteristics
but commonly contain areas which are rippable to depths of seve-
ral feet or several tens of feet yet include localized areas of
boul ders or unweathered rock whi ch are not ri ppabl e wi th conven-
tional heavy equipment.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Page 7
The areas underlain by the respective rock types i'n the basement
complex are differentiated on the accompanying geologic map. It
should be noted that the different rock types are mixed and the
areas on the map only indicate which rock type is dominant.
Where the symbol for the metavolcapic rock is li,sted first (ie:
Jmv/Kgr), the area is characterized largely by metavolcanic and
hypabyssal rocks with lesser amounts of granitic rock. Conver-
sely, where the symbol for the granitic rock is listed first (ie:
KgrjJmv), the area appears to be underlain predominantly by
granitic rock with lesser amounts of metavolcanic and hypabyssal
rocks.
2) Lusardi Formation (Kl): The Lusardi Formation is a Cretaceous
conglomerate that rests nonconformab lyon the basement comp 1 ex
and was deposited on a high-relief surface called the "Sub~
Lusardi" unconformity. This formation consists largely of gran-·
itic and metavolcanic boulders in a matrix of coarse' grained
sandstone and siltstone. The conglomerate is usually poorly
sorted and the clasts are commonly angular to subrounded. the
only area of Lusardi Formation on the subject site proper which
is large enough to map as part of this investigation is on the
extreme eastern porti on of the site. Other areas of Lus~rdi
Formation may be encountered at other portions of the site in
subsequent, more-detailed investigations.
3) Tertiary Paleosol (Tp): A zone of ancient paleosol 'of possible
Paleocene/Early Eocene age is present on the basement complex and
the Lusardi Formati on ina' few scattered areas at the project
site. This paleosol is the result of the torrid climate and'
relatively stable geologic conditions that were present in the
San Diego area during the eary Cenozoic era. The resulting
ancient soil (paleosol) is lateritic and consists predominantly
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Page 8
of low expansive clays chemically composed of kaolinite and
quartz with a small amount of iron oxides which act as a coloring
agent. A thin residual cap of ironstone concretious and si1i-'
ceous pebbles is present on much of the paleosol. The thi ckness
of the paleosol was not determined but probably var;~s from a few
feet to a few tens of feet. Only a few areas of paleosol were
sufficiently large to map as part of this investigation. It
should be noted that other, smaller areas' are present at scatter-
ed locations throughout the site.
4) Santiago Formation (Es): The Eocene sediments at the project .
site are represented by the sandstones, siltstones, and clay-
stones of the Santiago Formation. The Santiago Formation in the
western porti on and northeastern porti on 'of the site appears to
be characterized largely by the grayish white sandstones and
siltstones with lesser amounts of the dark greenish brown clay-
stone. The Santiago Formation on the southern portion of the
site appears to be predominantly claystone with lesser amounts of
sandstone and siltstone. A well-developed, c1~yey topsoil is
present on most of the Santiago Formation.
5) Tertiary Volcanic Rock (Tv): Cerro de la Calavera is part of a
volcanic neck that has intruded the older rocks in the Carlsbad
area. The volcanic rock is usually brown to brownish gray and'
appears to include both dacite and andesite. The weathering
characteri sti cs and exca vati on characteri sti cs of the, Tertiary'
volcanic rock are similar to those of the Jurassic metavolcanic
rocks. The only area of Tertiary volcanic rock of sufficient
dimension to map for this project was found on the extreme east-
ern portion of the site, just west of Cerro de 1a Ca1avera. It
is possible that future grading operations or more detailed
geologic mapping may reveal more of the Tertiary volcanic rock.
SOU THE R N CAL 1 FOR N 1 A 5 OIL AND T EST 1 "! G. I. N C.
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SCS&T 14112 January 6, 1983 Page 9
6) Quaternary Sandstone (Qu): A small area of unconsolidated,
grayish brown to yellowish brown, fine to medium grained sand-
stone of presumed Pl ei stocene age was encountered at a porti on of
the northern boundary of the site. ThiS material unconformably
overlies the Santiago Formation and may possiby be reworked
Santiago Formation material. It is difficult to distinguish the
Quaternary sandstone from the Santi ago Formati on on the basi s of
their surficial characteristics. This unit was observed in other
areas in the general vicinity and may possibly be encountered at
other localities on the project site during grading operations.
7) Older Quaternary (Pleistocene) Alluvium (Qoal): Older alluvial
deposits consisting of grayish brown to yellowish brown and
greenish brown, medium dense, silty sands, clayey sands, and
sandy si 1 ts were encountered at vari ous 1 ocati ons at the project
site. These deposits range in thickness from only a few feet to
in excess of ten feet. Areas of sufficient lateral extent to map
were encountered on the southeastern corner of the site and in
the east-central portion of the site. Smaller, un-mapped areas
were encountered at other scattered locations.
8) Younger Quaternary (Holocene) Alluvium (Qyal): Younger alluvial
deposits consisting of unconsolidated, loose to medium dense
deposits of clay, silt, sand, and gravel are present in the
modern stream channels. These deposits range in thickness from
1 ess than a foot to over ten feet. Due to thei r ubi guitous
occurrence, the younger alluvial deposits are not delineated on
the geologic map except in the larger channels.
9) Artificial Fill (Qaf): Several areas of man-made fill which have
been obtained from the on-site native materials, or other nearby
sources were observed. These area are generally limited tosma'll
5 0 U THE R N CAL 1 F' 0 R N 1 A 5 OIL ANt;> T E 5-TIN G. I, N C.
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SCS&T 14112 January 6, 1983 Page 10
Earthen dams, minor roads associated with previous agricultural
ope rat ions, or the remnants of a previ ous rock-crusing operati on
on the eastern boundary.
Table No.1 (below) presents some of the pertinent engineering character-
istics of the materials encountered at the site.
GEOLOGIC CONDITIONS FOR PROPOSED VILLAGES: Table No. II on Page 11 1 ists
the main geologic units encountered at each proposed village and their
approximate extent of surface coverage.
TABLE I
GENERALIZED ENGINEERING CHARACTERISTICS OF GEOLOGIC UNITS
Unit Mallie AIIount of Slope Expansive and SyJ1lbo1 Ri ppabil1ty Oversize Material Stability/Erosion . COMpressibility Potential Topsoils Rippable Nominal Moderately to Moderate to High Low to High Highly Erodible
Younger Rfppable Nomina 1 Moderate Iy to Moderate to High Moderate Alluvium-Qyal Highly Erodible to high
Older Rippable Nominal Moderately Moderate to High Low to All uvi um-Qoa 1 Erodible high
Unnamed Rippable Nominal Highly Erodible Low to Moderate Low to Quaternary Moderate Sandstone-Qu
Tertiary Margi nally Moderate Genera lly Good Nominal Nominal Volcanic Rippable to to Hi gh
Rock-Tv Nonrippable
Santiago Rippable Nominal Genera 11 y G.ood Low Low to Formation-Es Moderate (Sandstone &
Siltstone)
Santiago Rippable Nominal Generally Poor Low Moderate to Formation-Es High (t1udstone)
Terti ary Rippab1e to Low Fair Low Low Paleosol-Tp Marginally
Rippable
Lusardi Rippable Low to Moderately Low Low Formation-Kl Moderate Erodible
Graniti c Rocks-Generally Low to Good Nominal Nominal Kgr Rippable to Moderate
(Granodiorite) ± 15 Feet
Granitic Rocks-Margi na lly Moderate Good Nominal Nominal Kgr (Tonalite) Rippable to to Hi gh
Nonrippable
Metavol cani c & Marginally Moderate Good Nominal Nominal Hypabyssal Rippable to to Hi gh
Rocks-Jmv Nonri ppab 1 e
SOUTHERN CAL 1 F' 0 R N 1 A SOl LAN 0 T EST 1 N 13,. ·1 N C.
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•
I TABLE II
Geologic Percent of Geologic Percent of I, Village Unit Surface Coverage Village Unit Surface Coverage
E1 Kgr/Jrnv 60% S Jrnv /Kgr 20%
Jrnv/Kgr 40% Kgr/Jrnv 30%
I Tp 5%
Qoal 45%
I E2 Jrnv/Kgr 100% T Jrnv /kgr 55%
Kgr /Jrnv 40%
Tp 5%
I H Es 90% U Jrnv/Kgr 35%
Qyal 10% Kgr /Jrnv 35%
I Kl 15%
Tv 5%
Qaf lO%
I I Es 95% V Jrnv /Kgr 90%
Qyal 5% Kgr/Jrnv 10%
I K Jrnv/Kgr 60% W Krnv/Kgr 90%
Kgr/Jrnv 40% Kgr/Jrnv 5%
I Kl 5%
P2 Jrnv/Kgr 50% X Jrnv/Kgr 75%
I Kgr/Jrnv 50% Kl 5%
Qoal 15%
Qyal 5%
I, Q Jrnv/Kgr 50% Y Jrnv/Kgr 100%
Kgr /Jrnv 45%
I Qyal 5%
R1 Kgr /Jrnv 25% Z1 Jrnv/Kgr 65%
I Tp 5% Kgr /Jrnv 30%
Es 55% Qoal 5%
Qu 10%
I Qyal 5%
R2 Es 100% Z2 Jrnv/Kgr 40%
I Kgr /Jrnv 35%
Es 20%
Tp 5%
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SCS&T 14112 January 6, 1983 Page 12
TECTONIC SETTING: A few small, apparently inactive faults have been
mapped previously at the site. No evidence of faulting was noted in our
'exploratory trenches for this investigation but it is possible that future
grading operations at the site may reveal some of these faults. Due to
their status of activity and geometry, these small faults should be of
only minor consequence to the project.
It should also be noted that several prominent fractures and joints which
are probably related, at least in part, to the strong tectonic forces that
dominate the Southern California region are present at the site.. These
features are usually near-vertical and strike in both a general north-
westerly direction (subparallel to the regional structural trend) and in a
general northeasterly di recti on (subperpendi cul ar to the regi onal struc-
tural 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 that much of Southern California is
characterized by major, active fault zones that could possibly affect the
subject site. The nearest of these is the Elsinore Fault Zone, located
approximately 20 miles to the northeast. It should also be noted that the
possible extension of the Rose Canyon Fault Zone is located approximately
8 miles west of the site. The Rose Canyon Fault Zone is currently classi-
fied as only potentially active', rather than active, according to the
criteria of the California Division of Mines .a!)d Geology. Due to the
current classification of the Rose Canyon Fault Zone, it is our opinion
that it should not be used as the design earthquake source for conven-
tional residential structures.
GEOLOGIC HAZARDS: The project site is located in an area which is rela-
tively free of significant geologic hazards~ The most likely geologic
hazard to affect the site is groundshaking as a result of movement along
one of the major, active fault zones mentioned previously. Based on a
SOUTHERN CALIFORNIA SOIL AND TESTING. IN·C.
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SCS&T 14112 January 6, 1983 Page 13
maximum probable earthquake of 7.3 magnitude along the Elsinore Fault
Zone, maximum ground acceleration at the site could be as high as 0.25 g.
Conventional commercial and residential structures, four stories or less
in height, that are constructed in accordance with the minimum standards
of the Uniform Building Code should be able to withstand accelerations of
this level without experiencing structural distress.
Another potential geologic hazard which may affect the site is the possi-
bility of minor slope stability problems associated with either-adverse
jointing conditions in the various rock units or low strength parameters,
of the cl aystones in the Santiago Formati on. The effects of thi s poten-
tial hazard can be satisfactorily mitigated through the use of sound
geotechnical practices and proper slope maintenance techniques.
Other potential geologic hazards such as tsunamis, seiches, liquefaction,
or seismic-induced settlement should be considered to be negligible or
nonexistent.
INDIVIDUAL AREA CHARACTERISTICS: For easy identification of the ripp-
ability characteristic ,within the individual villages, the following table
summarizes the soil/rock conditions anticipated.
SEISMIC SURVEY AND RIPPABILITY CHARACTERISTICS
GENERAL: The results of our seismic survey and exploratory trenches
indicate that blasting may be required to obtain proposed road cuts. Tn
addition, isolated boulders are anticipated within road cut areas that may
require special handling during grading operations. A sunmary of each
seismic traverse is presented in the table below and on Plates Number 63
and 64. Our interpretation is based on the rippability characteristics of
granitic and metavolcanic rock as described in pages 22 through 25.
SOUTHERN CAL I F' 0 R N I A SOIL AN 0 T EST I N G.1. N C ..
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SCS&T 14112 January 6, 1983 Page 14
TABLE III
The second letter of each seismic traverse number identifies the individ-
ual village where the traverse was performed.
Seismic Traverse No. SE2-1
Area: E2
Geologic Unit: t~etavo1canic and Associated Hyp gbyssa1 Rock
Interpretation: 0-3 1 Rippab1e
31 -15 1 Marginally Rippab1e
+ 15 1 Nonrippable
Seismic Traverse No. SE2-2
Area: E2
Geologic Unit:
I nte rp ret at ion:
Seismic Travers No. Sk-3
Area:
Geologic Unit:
Interpretation:
Seismic Traverse No. SK-4
Meta vol cani c and Associ ated Hypabyssal 'Rock, Fi 11
0-5 1 Rippable
51-9 1 Marginally Rippable
91-16" Marginally to Nonrippable
+ 16 1 Nonrippable
K
Granitic Rock (Tonalite)
0-16 1 Rippable
+ 16 1 Nonrippab1e
Area: K
Geologic Unit:
Interpretation:
Metavolcanic and Associated Hypabyssal Rock
0-5 1 Rippable with isolated bou-lders
51 -9 1 Marginally Rippable
+ 91 Nonrippable
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983
TABLE III (continued)
Seismic Traverse No. SK-5
Area: K
Geologic Unit: Granitic Rock (Tonalite)
Interpretati on: 0-8 1 Rippable
+ 81 Marginally to Nonrippable
Related Trench: TK-3
Seismic Traverse No. SP-6
Area: P
Geologic Unit: Granitic Rock (Grandiorite)
Interpretation: 0-15 1 Rippable
+ 15 1 Nonrippable
Related Trench: TP-3
Seismic Traverse No. SQ-7
Area: Q
Geologic Unit: Granitic Rock (Granodiorite)
Interpretation: 0-19 1 Rippable
+ 19 1 Nonrippable
Seismic Traverse No. SQ-8
Area: Q
Geologic Unit: Granitic Rock (Granodiorite)
Interpretation: 0-14 1 Rippable
Seismic Traverse No. SR-9
Area:
Geologic Unit:
Interpretation:
+ 141 Nonrippable
R-1
Granitic Rock (Granodiorite)
0-19 1 Rippable
Page 15
19 1-30 1 Rippable to Marginally Rippable
+ 30 1 Nonrippable
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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TABLE III (continued)
Seismic Traverse No. SV-IO
Area: V
Geologic Unit: Granitic Rock (Granodiorite)
Interpretation: 0-17 1 Rippable
+ 171 Nonrippable
Seismic Traverse No. SW-l1
Area: W
Geologic Unit:
I nterpretati on:
Metavolcanic and Associated Hypabyssal Rock
0-51 Rippable
+ 51 Nonrippable
Seismic Traverse No. SW-12
Area: W
Geologic Unit: Metavolcanic and Associated Hypabyssal Rock
Interpretation: 0-4 1 Rippable
41-211 Rippable to Marginally Rippable
+ 211 Nonrippable
Seismic Traverse No. SW-13
Area: W
Geologic Unit:
I nterp retati on:
Gr,anitic Rock (Tonalite)
0-15 1 Rippable
+ 15 1 Nonrippable
Seismic Traverse No. SW-14
Area:
Geologic Unit:
I nterpretati on:
W
Granitic Rock (Tonalite)
0-14 1 Rippable
141-211 Marginally to Nonri~pable
+ 211 Nonrippable
SOUTHERN CALIFORNIA SOIL AN-O T'EST'ING. INC.
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TABLE III (continued)
Seismic Traverse No. SX-15
Area: X
Geologic Unit: Alluvium and ~1etavolcanic/Hypabyssal Rock
Interpretation: 0-11 1 Rippable
+ 111 Nonrippable
Rel ated Trench: TX-1
Seismic Traverse No. SZ-16
Area: Z-l
Geologic Unit: Granitic Rock (Tonalite)
Interpretation: 0-16 1 Rippable
16 1 -19 1 Marginally to Nonrippable
+ 19 1 Nonrippable
Seismic Traverse No. SZ2-17
Area: Z-2
Geologic Unit: Metavolcanic and Associated Hypabyssal Rock
Interpretation:
and Granitic Rock
Metavolcanic and Associated Hypabyssal Rock
0-4 1 Rippable
+41 Nonrippable
Granitic Rock (Tonalite)
0-19 1 Rippable
+ 19 1 Nonrippable
SOUTHERN CALIFORNIA SOIL AND TESTING. INC •.
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SCS&T 14112 January 6, 1983 Page 18
In general, our seismic survey indicated that areas underlain by granitic
rock present rippable material to an average depth of 16± feet, with
nonrippable material below this depth. In areas underlain by metavolcanic
and associ ated hypabyssal rock, nonri ppabl e materi a 1 appears closer to the
surface at a minimum depth of 4± feet. In addition, a variable zone of
marginally rippable rock usually exists between the rippable and nonrip-
pable rock.
The generation of fine material during blasting and mining operations is
essential due to the characteristics of the on-site rock material. There-
fore, "pre-shooting" of nonrippable material before removing the overlying
soils and rippable rock is suggested. This procedure often helps to
generate more fi ne materi a 1 and to facil itate the mi xi ng of soil and rock
to be used as fill.
Area E-l:
Area E-2:
TABLE IV
This area is underlain by both metavolcanic and grani-
tic (tonalitic) rock. Met~volcanic rock is exposed on
the southwestern portion of the lot. It is anticipated
that granitic rock will be rippable to a depth of
approximately 10 to 15 feet. Metavolcanic rock may be
nonrippable from a depth of 4± feet. It also usually
presents a zone of marginally rippable rock overlying
the nonrippable material.
Area E2 is underlain predominantly by metavolcanic
rock. This material may be nonrippable from a depth of
4± feet. It also"usually presents a variable zone of
marginally rippable rock overlying the nonrippable
rock.
SOU THE R N CAL I F" 0 R N I A SOl LAN 0 T EST I N' G. t N ,C •
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SCS&T 14112
Area K-l:
Area P:
Area Q:
January 6, 1983 Page 19
TABLE IV (continued)
This lot is almost evenly divided between granitic and
metavolcanic rock with the majority of the granitic
rock underlying its central section. It is anticipated,
that granitic rock will be rippable to a depth of
approximately 10 to 15 feet. Metavolcanic rock may be
nonrippable from 'a depth of 4± feet. It also usually
presents a zone of margi na lly ri ppabl e rock overlytng
the nonrippable material.
Area P is approximately equally divided between meta-
volcanic and granitic rock. Most of the metavolcanic
rock within Area P appears to be concentrated at the
higher elevations of the lot. Granitic rock underlies
the western and northern sections of Area P as well ,as
its southeastern corner. It is anticipated that grani-
tic rock will be rippable to depths ranging from approx-
imately 10 feet to several tens of feet. Metavolcanic.
rock may be nonri ppabl e from a depth of 4± feet. It
also usually presents a zone of marginally rippable
rock overlying the nonrippable material.
Area Q also appears evenly ,proportioned between meta-
volcanic and granitic rock. The metavolcanic rock
comprises most of the hillside. It is anticipated that
granitic rock will be rippable to, depths ranging from
10 feet to several tens of feet. Metavolcanic'rock illay
be nonrippable from a depth of 4± feet. It also usu-
ally presents a zone of marginally rippable rock over-
lying the nonrippable material.
S [J U THE R N CAL 1 F" [J R N 1 A S [J 1 LAN 0 T EST 1 N G" I, N' C •
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SCS&T 14112
Area R-l:
Area 5:
Area T:
January 6, 1983 Page2D-
TABLE IV (continued)
Granitic rock is present within the southwestern corner
of this lot, the rest is underlain by sediments. It is
anticipated that granitic rock will be rippable to a
depth of approximately 10 to 15 feet.
Most of Area S is underlain by older alluvium extending
to a maximum depth of at least 12± feet. The alluvial
deposits overlie granitic rock~ ·The majority of the
remaining surface rock is also granitic with isolated
metavolcanic rock along the southern and eastern edges
of the lot. It is anticipated that granitic rock will
be rippable to a depth of approximately 10 feet to
several tens of feet. Metavol cank rock lTJay be nonrip-.
pable from a depth of 4± feet. it also usually pre-
sents a zone of marginally rippable rock overlying the
nonrippable material.
Most of Area T is underlain by metavolcanic rock.
However numerous small, isolated, granitic rock areas,
exist throughout this lot. It is anticipated that
granitic rock will be rippable to a depth of approxi-
mately 10 to 15 feet. Metavolcani-c rock may be nonri.p-
pable from a depth of 4± feet. It also usually pre-
sents a zone of marginally rippable rock overlying the
nonrippable material.
Area U: The higher section of Area U (above elevation 180± feet
MSL) is underlain by granitic and metavolcanic rock.
Granitic rock comprises the south -facing canyon hill-
side. It is anticipated that granitic rock. will be
rippable to a depth of approximately 10 to 15 feet.
Metavol cani c rock may be nonri ppabl e from a depth of 4±
feet. It also usually presents cl zone of marginally
rippable rock overlying the nonrippable material.
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SCS&T 14112
Area V:
Area W:
Area X:
Area Y:
Area Z-I:
January 6, 1983 Page 21
TABLE IV (continued)
Area V is primarily underlain by metavolcanic rock,
sprinkled with small isolated zones of granitic rock.
It is anticipated that granitic rock will be rippable
to a depth of approximately 10 to 15 feet. Metavol-
canic rock may be nonrippable from a depth of 4± f~et.
It also usually presents a zone of marginally ri ppabl e
rock overlying the nonrippable material.
Area W is primarily underlain by metavolcanic rock,
sprinkled with small isolated zones. of granitic rock •
It is anticipated that granitic rock will be rippable
to a depth of aproximately 10 to 15 feet. Metavoltanic
rock may be nonrippable from a depth of 4± feet. It
also usually presents a zone of marg{~a~ly rippable
rock overlying the nonrippable material.
Rock withi n Area X consi sts of metavol cani c rock com-
prising the northern portion of the lot. In general
the rock is encountered above elevation 190± feet MSL.
Area Y is underlain by metavolcanic ,rock. This mate-
rial may be nonrippable from a depth of 4± feet. It
also usually presents a· zone of marginally rippable
rock overlying the nonrippable rock.
Metavolcanic rock comprises the northwestern two-thirds
of this lot, the rest of Area Z-I is primarily under-
lain by granitic rock. It is anticipatedthat granitic
rock will be rippable to a depth of approximately 10 to
15 feet. Metavol cani c rock may be nonri ppabl e from a
depth of 4± feet. It also usually presents a zone of
marginally rippable rock overlying the nonrippable
material.
SOUTHERN CALIFORNIA SOIL AND TESTING; INC.
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SCS&T 14112
Area Z-2:
January 6, 1983 Page 22
TABLE IV (continued)
The hillside section of this lot is underlain by meta-
volcanic rock (above elevation lOOt feet MSL) and
granitic rock. It is anticipated that granitic rock
wi 11 be ri ppab 1 e to a depth of a pp roxi mate 1 y 10 to 15
feet. Metavolcanic rock may be nonrippable from a
depth of 4± feet. It also usually presents a zone of
margi na lly ri ppabl e rock overlying the nonri ppabl e
material.
Areas H & I: These areas are not underlain by rock deposits and are
easily rippable to anticipated cut depths •.
RIPPABILITY CHARACTERISTIC OF GRANODIORITIC ROCK
Rippable Condition (0 -4,500 Ft./Sec.): Thi s velocity range i ndi cates
rippable materials which may consist .of decomposedgranitics possessing
random hardrock floaters. These materials will break down into slightly
silty, well graded sand, whereas the floaters will require disposal in an
area of nonstructural fill. Some areas containin.g numerous hardrock
floaters may present utility trench problems. Further, large floaters
exposed at or near finish grade may present additional problems of removal
and di sposa 1.
Materials within the velocity range of from 3,500 to 4,000 fps are ripp-
able with difficulty by backhoes and other light trenching equipment.
Marginally Rippable Condition (4,500 -5,500 Ft.Sec.): This range is
rippable with effort by a 0-9 in only slightly weathered granitics. This
velocity range may also include numerous floaters with the possibility of
extensi ve areas of fractured granitics. Excavations may produce material
SOUTHERN CALIF"ORNIA SOIL ANO TESTING,'I.NC.
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SCS&T 14112 January 6, 1983 Page 23
that will partially break down into a coarse, slightly silty to clean
sand, but containing a high percentage of + 1/411 material. Less fractured
or weathered materi a 1 s may be found in thi s velocity range, that woul d
require blasting to facilitate removal.
Materials within this velocity range are beyond the capability of backhoes
and lighter trenching equipment. Difficulty of excavation would also be
realized by gradalls and other heavy trenching equipment.
Nonrippable Condition (5,500 Ft./Sec. & Greater): This velocity range
includes nonrippable material consisting primarily of fractured granitics
at lower velocities with increasing hardness of fractured granitics at
lower velocities with increasing hardness at higher velocities. In its
natural state, it is not desirable for building pad subgrade. Blasting
will produce oversize material requiring disposal in areas of nonstruc-
tura 1 fi 11.
This upper limit has been based on Rippability Chart No.3 utilized for
this report. However, as noted in the two Caterpillar charts (Nos. 1 and
2), this upper limit of rippability may sometimes be increased to 7,000 to
8,000 fps material using the D-9 mounted #9 Series DRipper.
RIPPABILITY CHARACTERISTICS OF METAVOLCANICS AND ASSOCIAT~D HYP,ABYSSAL
ROCKS AND TONALITIC ROCKS
Rippable Condition (0-4,500 Ft./Sec.): This velocity range indicates
rippable materials which may vary from decomposed metavolcanics at lower
velocities to only slightly decomposed, fractured rock at the higher
velocities. Although rippable, materials may be produce~ by excavation
that will not be useable in structural fills due to a lack of fi.nes.
Experience has shown that material within the range of 4,000 to 4,500 fps
most often consists of severely to moderately fractured rock with little
or no fines and sizeable quantities of + 1/411 material.
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SCS&T 14112 January 6, 1983 Page 24
For velocities between 3,500 to 4,500 fps, rippability witll be difficult
for backhoes and light trenching equipment.
I Marginally Rippable Condition (4,500 -5,500 Ft./Sec.): Excavations in
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this velocity range would be extremely time consuming and would proQuce
fractured rock with little or no fines. The higher velocities could
require blasting. Trenching equipment would not function.
Nonrippable Condition (5,500 Ft./Sec. & Greater): This velocity range may
include moderately to slightly fractured rock which would require blasting
for removal. Material produced would consist of a high percentage of
oversize and angular rock.
Rippability of metavolcanics could be accomplished for higher velocities
using the Caterpillar D-9 with the #9 D Series Ripper. Due to the frac-
tured nature of the metavolcanics, ripping might be accomplished in as
high as 8,100 fps material.
RIPPABILITY CHARACTERISTICS
Rippability Charts: We are including a rippability chart which applies to
the site conditions. The chart is a modification of charts by the Cater-
pillar Company and an article in IIRoad and Streets ll , September, 1967,
which we feel approximately defines rippa'bility with the D-9 using a
conventional #9 Single Shank Ripper.
D9 Cat -#9 Single Shank Ripper (Conventional)
Rippable 0 -4,500 fps
Marginally Rippable 4,500 -5,500 fps
Non ri ppab 1 e 5,500 + fps
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Page 25
SEISMIC TRAVERSE LIMITATIONS
The results of the seismic survey for this investigation reflect rip-
pabil ity conditi ons only for the areas of the traverses. However, the
conditions of the various soil-rock units appear to be similar for the
remainder of the site and may be assumed to possess similar characteris.-
tics.
Our reporting is presently limited in that refraction seismic surveys do
not allow for predicting a percentage of expectable oversize or hard rock
floaters. Subsu rface vari ati ons in the degree of weathered rock to frac-
tured rock are not accurately predictable, but have been indicated where
thought to possibly exist.
The seismic refraction method requires that materials become increas'ingly
dense with depth. In areas where denser, higher velocity materials are
underlain by lower velocity materials, the lower velocity materials woulo
not be indicated by our survey.
All of the velocities used as upper limits from Rippability Chart are
subject to fluctuation depending upon such local variations in rock condi-
t ions as:
a) Fractures, Faults and Planes of Weakness of Any Kind
b) Weathering and Degree of Decomposition
c) Brittleness and Crystalline Nature
d) Grain Size
Further, the range of ri ppabi 1 ity usi ng Caterpi 11 ar equiopment may be
increased using different equi,pment. However, it should be noted that
ripping of higher velocity materials may become totally dependent on the
time available and the economics of the project. Ripping of higher velo-
city materials can be achieved but it may become economically infeasible. -
SOUTHERN CALIFORNIA SOIL ANO TESTIN.G. INC.
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SCS&T 14112 January 6, 1983 Page 26
RECOMMENDATIONS AND CONCLUSIONS
GENERAL: No geotechnical conditions were encountered whi-th would preclude
the development of the site provided the recommendations presented herein
are followed. Since no special details are presently known regarding the
deve 1 opment of the i ndi vi dua 1 vi 11 ages, many of the fo 11 owi ng recommenda-
tions are general and further geotechnical work may be requ"ired once the
specific development plans are defined.
The main condition affecting site development is the presence of. granitic
and metavolcanic rock underlying vast portions' of the $ite. This material
will require blasting to achieve proposed final grades and will require
special handling during grading.
Several areas are underlain primarily by metavolcanic" and associated
hypabyssal rock. It is anticipated that the material generated from the
blasting of these materials may contain relatively low amounts of fine
soils. Since rock fills require a percentage of fine soil in excess of
that anticipated from the mining of the site, importing of nne material
or exporting excess rock may be necessary if large cuts are proposed in
metavolcanic rock.
SITE PREPARATION
GENERAL: The majority of the site is covered by a thin layer of topsoil
deposits ranging in average thickness from 1.0± foot to 2.0 feet in areas
underlain by rock or Santiago Formation deposits, respectively. Due to
their porous condition, the topsoils are conSidered unsuitable for' the
support of settlement sensitive improvements and will require remedial
grading. Alluvial deposits at the site were classified as older and
younger alluvium. The older alluvium is overlain by topsoils which should
be treated as described above. The older alluvium should provide compe-
SOU THE R N CAL. F' 0 R N • A SO. LAN 0 T EST". N G. •. N C.
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SCS&T 14112 January 6, 1983 Page 27
tent foundation support. The upper zone younger alluvium located at the
bottom of canyons is generally loose and will require remedial grading as
described herein. EXisting fill deposits are also unsuitable for the
support of settlement sensitive improVements.
Site preparation should begin with the removal of ail deleterious matter
and vegetation. Younger alluvial deposits underlying areas to receive
fill and/or structural loads should be excavated to firm natural gounc;i.
It is estimated that the maximum depth of remova1 for road construction
will be 5± feet. This depth may vary in different areas of the site
depending upon proposed improvements. Topsoils .and fill deposits should
be removed in their entirety.
Firm natural ground is defined .as soil having an in-place density of at
least 85% of the maximum dry density as determined in accordance with ASTM
test procedure 0-1557-78, Method A. The removal of unsuitable soils
should extend a minimum horizontal distance of five feet beyond the perim-
eter of the improvement or to the property line whichever is more. The
exposed natural ground should then be ·scarified to a depth of 12 inches,
moi stu re condit i oned and recompacted to at 1 east 90% of maxi mum dry den-
sity at a minimum moisture cpntent at or slightly above optimum. The·
overexcavated soils as well as imported fill should then be placed in
compacted layers un~il desired elevations are reached.
SUBDRAINS: It is recommended that subdrains be placed along the bottom of
canyons to receive fill deposits. The subdrains should be extended from
discharge to a point where the overlying fill is at least 10 feet deep.
Subdrain. details are provided in Plate Number 66. The last 10 feet of
subdrain should consist of solid pipe.
ROCK DISPOSAL: It is anticipated that large amounts of shot-rock will be
generated during grading operations. In addition, isolated boulders are
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Page 28
expected to occur within the rippable and marginally rippable rock. This
oversized material should be placed in accordance with the grading speci-
fi cat ions p rovi ded in Appendi x B and the recommendati ons of Pl ate Number
67.
SELECT GRADING: It is recommended that expansive soils at Hnish grade
elevations be replaced with a 2.5 foot cap' of properly compacted, non-
detrimentally expansive fill. Areas of expansive soils are further de-
fined .in the IIExpansive Characteristicsll section of this report. As an
alternate, speci ally desi gned foundati on and on-grade-sl abs may be used
when expansive soils will occur within 2.5 feet of finish grade.
Additional select grading may be required in order to provide enough fines
for rock fills. A primary source within the site are Villages R-l, R-2, I
and H which are underlain by sediments. In addition cuts less than 15±
feet deep in areas underlain by granodioritic rock (Villages F-l, P, Q,
R-l, S, T and U) should generate select material. If the villages are
graded separately, off-site select import soil maybe required for areas
E-2, K, V, W, X, Y, Z-1 and Z-2 which are primarily underlain by metavol-
canic and tona1itic rock.
UNDERCUTTING: In order to facilitate foundation excavations within cut
areas underlain by hardrock, it is suggested that said areas be undE!rcut
to a depth of 12 inches below the bottom of the footing and be replaced
with compacted nonexpansive soil. This procedure may also be advantageous
for the construction of utility trenches in building pad areas. Since the
total areas required should not be large, utility line lIalleysli may be
created by concentrating the lines in narrow undercut zones. This proce-
dure is probably too costly for utility lines in .streets. Therefore,
blasting should be anticipated for trenches in areas underlain by hard-
rock.
SOU THE R N CAL I F" 0 R N I A 5 0 I LAN 0 T EST I N G. I. N C.
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SCS&T 14112 January 6, 1983 Page 29
EARTHWORK: All earthwork and grading contemplated for site preparation
should be accomplished in accordance with the attached Recommended Grading
Specifications and Special Provisions. All special site preparation
recommendat ions presented in the sections above wi 11 supersede those in
the standard Recommended Grading Specifications. All embankmensts, struc-
tural fill and fill should be compacted to a minimum of 90%. Utility
trench backfill within 5 feet of the proposed structures and beneath
asphalt pavements should be compacted to a minimum of 90% of its maximum
dry density. The maximum dry density of each soil tYRe should be deter-
mined in accordance with A.S.T.M. test Method 1557-78, Method A or C.
SLOPE STABILITY
SLOPES FOR ACCESS ROADS: It is our understanding that 2:1 (horizontal to
vertical) cut and fill slopes, extending to a height of 30 ± feet and 65 ±
feet, respectively are anticipated for the construction of the proposed
access roads. It is further our understanding that said slopes will be
constructed in areas underlain primarily by metavolcanic and granitic rock
and that only native material will be utilized.
It is our opinion that the proposed cut and fill slopes should possess a
factor of safety in excess of 1.5 with respect to deep-seated failure.
This was determined utilizing Janbu's simplified slopes stability method
(see Plate No. 68) and average shear strength parameters for fill soils of
y = 35° and c = 200 psf. These values are consist~nt with our findings
and our experi ence with si mil ar soil conditi ons and, are consi dered to be
conservative.
ADDITIONAL SLOPES: At the present time no information is aVailable regard-
ing other proposed slopes throughout the site. Plate Number 68 presen'ts
maximum cut and fill slope heights for slopes constructed in areas under-
1 ai n by Santiago Formati on deposits. Weak strata were encountered withi n
SOUTHERN CALIF"ORNIA SOIL ANO TESTING. INc:.
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SCS&T 14112 January 6, 1983 Page 30
this formation during the investigation of the original site, in areas
outside the limits of this study. In addition, minor lenses (less than
one foot thi ck) were found in area R-l. Our i nvesti gati on encountered
random, relatively thin lenses of potentially weak siltstones and clay-
stones in areas I and H. It is our opinion that this material should not
affect the stability of cut slopes within said areas. However, additional
studies may be required if large cuts are proposed there. Large cuts in
said areas may necessitate the buttressing of cut slopes.
FOUNDATIONS
GENERAL: Conventional spread footings founded at least 12 inches below
lowest adjacent finished grade and having a minimum width of 12 inches are
recommended for the support of single story structures. This minimum
depth should be increased to 18 and 24 inches for two and th'ree to four
story structures respectively. The minimum width should also be increased
to 15 and 18 inches for two and three or four story buildings, respec-
tively. Such footings may be designed for an allowable soil bearing
pressure of 2500 psf. This bearing pressure may be increased by one-third
when considering wind and/or seismic loads. It is further'recolTlllended
that a mi ni mum setback of ei ght feet be observed for structu res located
near the top of slopes. The above recommendations assume a nondetrimen-
tally expansive soil condition within 2.5 feet of finish grade.
The recommendations provided in this section are general and may be re-
vised for specific site development plan once these are available.
REINFORCING: It is recommended that mi ni mum rei nforcement consi st of two
continuous No.4 reinforcing bars, one located near the top of the footing
and one near the bottom. It is further recommended that for footings
spanning daylight lines where the fill section exceeds four feet in thick-
ness, the mi ni mum rei nforcement be increased to four No. 4 bars (two
SOUTHERN CALIFORNIA SOIL ANO TESTING. INC.
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SCS&T 14112 January 6, 1983 Page 31
located at the top and two at the bottom) extending at least 20 feet, both
ways, from the daylight line. This reinforcement is based on soil charac-
teristics and is not intended to be in lieu of reinforcement necessary to
satisfy structural considerations.
CONCRETE SLABS-ON-GRADE: Concrete slabs-on-grade should have a minimum
thickness of four inches and be reinforced with a 6I x6"-10/10 welded wire
mesh throughout. Where moisture sensitive floor coverings are planned,
the slab should be underlain by a visqueen moisture barrier. A two-inch
thick layer of sand should be provided above the visqueen to allow proper
concrete curing.
SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential
settlements for structures may be considered to be within tolerable limts
provided the recommendations presented in this report are followed.
EXPANSIVE CHARACTERISTICS: Soils encountered throughout our investi gation
range from nondetrimentally to highly expansive. The foundation recom-
mendations provided in this report are based on a nondetrimentally expan-
sive soil condition. If expansive soils are encountered within 2.5 feet
of finished grade, deeper footings and/or additional reinforcing may be
requi red.
In general, moderately to highly expansive soils were encountered in the
following areas:
a) Thin zones of nea~surface expansive soils (average thickness 2.0±
feet) capping areas underlain by metavolcanic and granitic rock.
b) Some alluvial deposits were found to be expansive, primarily in
area Z and some of the alluvium in area R-l.
SOUTHERN CALIFORNIA SOIL ANO TESTING. "NC.
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SCS&T 14112 January 6, 1983 Page 32
c) Random lenses of expansive claystones and siltstones 'within the
Santiago Formation deposits. These lenses were encountered in
areas H and I extending to a maximum thickness of 4.0± feet.
However, thi s conditi on is typi ca 1 of Santiago Formati on ,deposits
and may be also encountered in Area R-1.
d) Mudstones of Santiago Formation in Area Z2.
e) Expansi ve topsoi 1 sand nearsurface zones of expansi ve weathered
materi al (average thi ckness 2.0 feet) were encountered in areas
underlain by Santiago Formation Deposits.
f) Portions of the Quaternary sandstone in area R-1 were found to be
moderately expansive.
It is recommended that areas with expansive soils within 2.5 feet of.
finished grade be undercut and capped with nondetrimentally expansive
compacted fill and that in fill areas, no expansive soil be placed within
2.5 feet of finish grade.
EARTH RETAINING STRUCTURES
ULTIMATE PASSIVE PRESSURE: The pass i ve pressu re for prevail i ng s.oil
conditi ons may be consi dered to be 300 pounds per square foot per foot of
depth. This pressure may be increased one-third for seismic loading. The
coefficient of friction for concrete to soil may be assumed to be 0.43 for
the resistance to lateral movement. When combining frictional and passive
resistance, the latter should be reduced by one-third.
ULTIMATE ACTIVE PRESSURE: The ultimate active soil pressure for the
design of earth retaining structures with level backfills may be assumed
to be equivalent to the pressure of a fluid weighing 35 pounds per cubic
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foot for walls free to yield at the top (unrestrained walls). For earth
retaining structures that are fixed at the top (restrained walls), an
ultimate equivalent fluid pressure of 45 pounds per cubic foot may be used
for a design parameter. These pressures do not consider any surcharge
loading (other than the sloping backfill). If a'ny surcharge loadings are
anticipated this office should be contacted for the necessary change in,
soil pressure. All earth retai ni ng structures s~ou1 d have adequate weep
holes or a subdrain system to prevent the buildup of hydrostatic pressure
behind the wall.
BACKFILL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
materi a 1 withi n a di stance of 5 feet from the back of the wall. The
retaining structure should not be backfilled until the materials in the
wall have reached an adequate strength.
FACTOR OF SAFETY: The above values do not include a factor of safety.
Appropri ate factors of safety shoul d be incorporated i nto th~ desi gn of
all 'earth retaining structures to reduce the possibility of overturning
and sliding.
LIMITATIONS
REVIEW~ OBSERVATION AND TESTING
The necommendations presented in this report are contingent upon our
review of final plans and specifications. The soil engineer and engineer-
ing geologist should review and verify the compliance of the final grading
plan with this report and with Chapter 70 of the Uniform Building Code.
It i 5 recommended that the 50i 1 and foundati on engi neer be retai ned to
provide continuous soil engineering services during the earthwork opera-
SOU THE R N CAL I F" 0 R N I A 5 0 I LAN 0, T EST I N G. INC.'
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SCS&T 14112 January 6, 1983 Page 34
tions. This is to observe compliance with the design concepts, specifica-
t ions or recommendations and to allow des i gn chan gE;!S in the event that
subsurface conditions differ from those anticipated prior to start of
construct ion.
UNIFORMITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an eval~ation of the subsur~
face soil conditions encountered at the subsurface exploration locations
and the assumption that the soil conditions do not deviate appreciably
from those encountered. It shoul d be recogni zed that, the perfor~ance of
the foundations and/or cut and fill slopes may be influenced by undi!)-
closed or unforeseen variations in the soil conditions that may occur' in
the ; ntermedi ate and unexplored areas. Any unusual conditions not covered
in this report that may be encountered during site development should be
brought to the attention of the soil sengi neer so that he may make mod Hi-
cations if necessary.
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site gradi ng so that it may be determi ned if the recommendati onS
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,
whether they be due to natural processes or the work of man on this or
adjacent properti es. In additi on, changes in the State-of-the-Art and/or
SOUTHERN CAL.IF"ORNIA SOIL. ANOTEST'ING, INC •.
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SCS&T 14112 January 6, 1983 Page 35
Government Codes may occur. Due to such changes, the findings of this
report may be invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period of two
years without a revi ew by us ver'i fyi ng the suitabi 1 ity of the concl usi ons
and recommendations.
PROFESSIONAL STANDARD
In the performance of our professional services, we comply with that level
of care and ski 11 ordi narily exerci sed by members of our professi on cur-
rently practicing under similar conditions and in the same locality. The
cl i ent recogni zes that subsurface conditi ons may vary from those encoun-
tered at the locations where our borings, surveys, and explorations are
made, and that our data, i nterpretati ons, and recommendati ons are based
soley on the information obtained by us. We will be responsible for those
data, interpretations, and recommendations, but shall not be responsible
for the interpretations by others of the information Qeveloped. Our
services consist of professional consultation and observation only, and na
warranty of any kind whatsoever, express or implied, is made or intended
in connection with the work performed or to be performed by us, or by our
proposal for consulting or other services, or by our furnishing of oral or
written reports of findings.
CLIENT'S RESPONSIBILITY
It is the responsibility of Calavera Hills Company or their representa-
tives to ensure that the information and recommendations contained herein
are brought to the attention of the engineer and architect for the project
and incorporated into the project1s plans and specifications. It is
further their responsibility to take the necessary measures to ensure that
the contractor and his subcontractors carry out such recommendations
during construction.
SOUTHERN CALIFORNIA SOIL ANO TESTING. INC.,
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FIELD EXPLORATIONS
Fifty-three subsurface expl orati ons were made at the 1 ocati ons indi cated
on the attached Pl ate Number 1 on December 15, 16 and 21, 1982. These
expJorations consisted of trenches excavated utilizing a rubber-tired
backhoe equi pped with a 24-i nch bucket. In additi on, seventeen sei smi c
traverse 1 i nes were performed. The field work was conducted under the
observation of our engineering geology personnel.
The explorations were carefully logged when made.
ed on the foll owi ng Pl ate Numbers 3 through 55.
These logs are present-
The soi 1,s are descri bed
in accordance with the Unified Soils Classification System as illustrated
on the attached simplified chart on Plate 2. In addition, a verbal text-
ural description, the wet color, the apparent moisture, and the density or
consistency are given on the logs. Soil densities for granular soils was
gi ven as either very loose, loose, medium dense, dense, or very dense.
The consistency of silts or clays is given as either very soft,soft,
medium stiff, stiff, very stiff, or hard.
Disturbed and undisturbed samples of typical and representative soils were
obtained and returned to the laboratory for ~esting.
Fourteen seismic traverses and nine exploratory borings were performed in
conjunction with our pre-preliminary soil investigation of June 7, 1973.
The results of 11 traverses and 2 borings pertaining to our present study
are presented in Appendix A. The logs of 18 bulldozer trenches performed
in April, 1981 by Earth Research Associates, Inc. are also included in
Appendix A.
SOU THE R N CAL 1 f" 0 R N 1 A SOl LAN D T EST 1 N G. I. N C.
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LABORATORY TESTING
Laboratory tests were performed in accordance with, the generally accepted
American Society for Testing and Materials (A.S.T.M.) test methods or
suggested procedures. A brief description of the tests performed are
presented below:
a) MOISTURE-DENSITY: Field moisture content and dry density were
determined for representative undisturbed sample obtained. This
information was an aid to classification and permitted recogni-
tion of variations in material consistency with depth. The dry
unit weight is determined in pounds per cubic foot, and the field
moisture content is determined as a percentage of the soil IS dry
weight. The results are summarized in the trench logs.
b)
c)
d)
CLASSIFICATION: Field classifications were verified in the
laboratory by visual examination. The final soil classifications
are in accordance with the Unified Soil Classification System.
GRAIN SIZE DISTRIBUTION: The grain size distribution was deter-
mined for representative samples in accordance with ASTM Standard
Test 0-422. The results of this test are presented on Plate
Numbers 59 through 6?
DIRECT SHEAR TESTS: Direct shear tests were performed to deter-
mine the failure envelope based on yield shear strength. The
shear box was designed to accomodate a sample having a diameter
of 2.375 inches or 2.50 inches and a height of 1.0 inch. Samples,
were tested at different vertical loads and at saturated moisture
content. The shear stress was appl ied at a constant rate of
strain of approximately 0.05 inches per minute. The results of
these tests are presented on attached Plate Number 57.
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e) COMPACTION TEST: The maximum dry density and optimum moisture
content of typi ca 1 soil s were determi ned in the 1 aboratory in
accordance with A.S.T.M. Standard Test 0-1557-78, t1ethod A. The
Results of these tests are presented on the attached Plate Number
56.
f) EXPANSION TEST: The expansive potential of clayey soils was
determined in accordance with the following test procedures and
the results of these tests appear on Plate, Number 58.
Allow the trimmed, undisturbed or remo,lded sample to a,ir dry
to a constant moi sture content, at a temperature of 100
degrees F. Place the dried sample in the consolidometer and
allow to compress under a load of 150 psf. Allow moisture
to contact the sample and measure its expansion from an air
dried to saturated condition.
g) CONSOLIDATION TEST: A consolidation test was performed on select-
ed "undisturbed" sample. The consolidation apparatus was design-
ed to accomodate a 1 inch high by 2.375 inch or 2.500 inch diame-
ter soil sample laterally confined by a brass ring. Poro~s
stones were placed in contact with the top and bottom of the
sample to permit the addition or release of pore fluid during
testing. A load of 5.16 ksf was applied to the sample, and the
resul ti ng deformati ons were recorded. The percent consol i dati on
is reported as the ratio of the amount of vertical compression to
the original one-inch' sample height. The test sample was inun-
dated at some point in the test cycle to determine its behaviour
under the anticipated footing load as SOil moisture increases.
The results of this test are presented on Plate Number'63.
SOU THE R N CAL 1 F' 0 R N 1 A SOl LAN 0 T EST 1 N G. I, N C.
SUBSURFACE EXPLORATION LEGENt:)
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NA!>1ES
1. COARSE GRAINED. More than
half of material is larger
than No. 200 sieve size.
GRAVELS CLEAN GRAVELS
~ore than half of
coarse fraction is
larger than No. 4
sieve size but
smaller than 3".
GRAVELS WITH FINES
(Appreciable amount
of fines)
SANDS CLEAN SANDS ~than half of
coarse fraction is
smaller than No. 4
sieve size. SANDS WITH FINES
(Appreciable amount
of fines)
11. FINE GRAINED. More than
half of material is smaller
than No. 200 sieve size.
Y
SILTS AND CLAYS
Liquid Limit
less than 50
SILTS AND CLAYS
Liquid Limit
greater than 50
HIGHLY ORGANIC SOILS
Natural Density (pcf)
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
Well graded gravels. gravel-
sand mixtures. little or no
fines.
Poorly graded gravels. gravel'
sand mixtures, little or no
fines.
Silty gravels. pOorly graded
gravel-s~nd-silt mixtures.
Clayey gravels, poorl¥
graded gravel-sand, clay
mixtures.
Well graded sand,graveliy
sands, little or no fines.
Poorly graded sands, gravelly
sands. little or no fines.
Silty sands, poorly graded
sand and'silt mixtures.
Clayey sands, poorly graded
sand and c'lay mixtures.
Inorganic silts and yery
fine sands, rock flour, sandy
silt or clayey-silt-sand
mixtures with s·light plast-
icity
Inorganic clays of low to
medium plasticity, gravelly
clays" sandy clays, silty
clays, lean clays.
organic silts and organic
silty clays of low plasticity
Inorganic silts. micaceous
or diatomaceous fine sandy
or silty .soils, elastic
silts.
Inorganic clays of high
plasticity, fat clays.
organic clays of medium
to high plasticity.
Peat and other highly
organic soils.
M Natural Moisture Content (% of Y)
SOUTHERN CALIFORNIA
SOIL It TESTING. INC •
••• 0 "IV."OAL •• T" •• T
.AN Ol.ao, CALI .. OANIA •• .,.0
Calavera Hills
Carlsbad, California
BY DATE
JOB NO.
1-11-8.3
14112 Plate No.2'
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Class
SH
TRENCH NO. TEl-l
Description
Dark Brown, Hoist, Loose to Medium Dense,
Silty Sand (Topsoil) / /"" 1 -/// CL ~-R-e-d---g-r-a-y---b-r-o-w-n-,-H-o-i-s-t-,-S-t-i-f-f-, -S-a-n-d-y-C-l-a-y-
O .. ~ (Weathered Rock)
2 I 1.':
:DOI"1' SM d' 1~9 . ,'.
3IA'~'~ .' ~ .. . ea ~. , . p '. 4
Yellow-gray-brown, Hoist, Dense to Very
Dense, Silty Sandy Gravel (Granitic Rock)
Trench Ended at 4 Feet
Calaveras Hills
a.aa RIV.ROAL. aTR •• T Carlsbad, California
I ~ SDUTHERN CALIFORNIA
SOIL " TESTING J INC.
aAN 01 ... 0. CALII'tORNIA •• 'I.a 1~--------------------------------------+:BY~--------c-p~------~~DA~~~E~~1-2_~1-6-_-8-2----~
I JOB NO. ~ ______________________________________ ~~ ________ 1_4_11_2 ______ ~-P-l~a-t-e-N-o-. __ 3 ________ ~
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TRENCH NO. TE-2
Class
:. SM Dark Brown, Hoist, Loose to Hedium Dense,
1 _v.,(7.' f' ,"'+ __________________ _ ~O' '0, Silty Sand (Topsoil)
o:}J4 GC Gray-brown, ,Moist, Dense, Clayey Sandy
2
3
4
~ Gravel (Weathered Rock)
,( • f! .......... ~--------------
~ , ), .q SM ....
". qQ itJ, , "
0' ,til -, aO" Ie· : ~
Gray-brown, Hoist, Dense to Very Dense,
Silty Sandy Gravel (Granitic Rock)
Trench Ended at 4 Feet
Calaveras Hills
••• 0 RIV.RaAL •• TR •• T Carlsbad, California
I ~ SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
.AN al.caD, CALIFORNIA •• 1.0 1I~--------------------------------------~~BY~----------------~·~DA~r=E~---------------i CRB 12-16-82
I JOB NO. 14112 Plate No. 4 '---------'---~-~------
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2
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5
6
7
8
9
10
11
12
~
TRENCH NO'~ TH-3
Class Description y M
k: v.:~ SN/ Red-brown, Hoist, Hedium Dense, Clayey -:!y '. ~ .. ~ SC Silty Sand (Topsoil) IY.
· V/ CL Gray-brown, Hoist, Stiff, Sandy Clay / (Weathered Santiago Formation) ~V · //
l/ /
-. SH Light Green-brown, Hoist, Dense to
Very Dense, Silty Sand (Santiago I: Formation)
· · . · · .
·
· . --. I
· -.' .. . 115.8 14.8 I · · . . · · --· . -, .
-· . I' .
Trench Ended at 12 Feet
SOUTHERN CALIFORNIA Calaveras Hills
SOIL " TESTING. INC. Carlsbad, California ••• 0 RIVBROALB .TRBBT
SAN DIBao, CALIFORNIA •• '.0
BY DATE CRB l2-fl-82
JOB NO. 14112 Plate No. 5
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'I 5
I 6
7
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I 9
10
11
TRENCH NO. TH-4
Dense. Clayey
Gray-brown. I-foist. Stiff. Sandy Clay
(Weathered Santiago Formation)
Santiago Formation
Buff \"hite, Hoist, Dense to very Dense,
Silty sand (Santiago Formation)
Green-brown, Hoist, Hard, Sandy Clay
(Claystone)
Trench Ended at 11 Feet
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
••• a ""V."'DAL •• T"' •• T
.AN D'."D. CALI"D"'NIA •• '1.a
Calaveras Hills
Carlsbad, Caiifornia
CRB
14112 '
y H
116.1 14.8
ll5.8 15.6
12-21-82
Plat~ No. 6
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TRENCH NO. TI-5
Class DescriPtion
, . : SM Brown, Hoist, Medium Dense, Silty Sand -' (Topsoil)
1 -..
-' .. 2 IV // CL Green-brown, Moist, Stiff, Sandy Clay
1/ " (Weathered Santiago Formation) 3 I~V III/ S1-';1"-----
II SC Yellow-brown, Hoist, Dense, Clayey -1/ 1/ Silty Sand 4 _/ Vv V
_/ V
/V V 5
CLI Green-brown, Hoist, Hard Sandy Silty Clay I II ML (Santiago Formation) 6 1I -IIV
vV' 7 '"' V
IIV
V
II II 8
-1/ -1/
9 I,;
SM Buff White, Moist, Dense to Very Dense, -
10 I Silty Sand
11_
-
12
Trench Ended at 12 Feet
~ Calaveras Hills SOUTHERN CALIFORNIA
SOIL & TESTING. INC. Carlsbad, Californi('i ••• 0 RIV.ROAL •• TR •• T
.AN OI.ClO, CALIFORNIA •• '.0
BY CRB
JOB NO. 14112
Y }1 --
1l0.2 9.3
127.6 11.4
124.2 5.0
..
DATE 12-15-82
Plate No. 7 . .: .
-
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TRENCH NO. TI-6
Class Description
XI%-SM/
1 ~., /,/.1 C
Brown, Moist, }fedium Dense, Clayey
Silty Sand (Topsoil)
V/~L Gray-green Brown, Hoist, Stiff, Sandy
-eQ.' ".: :. '" Clay (\-leathered Santiago Formation) 2 ...... ~ _________________ _
• ' .• /: SC Brown, Hoist, Xedium Dense, Clayey Sand
3.1 ~~ __________ _
I ML/ Buff white, Hoist, Hard, Hoist, Interbedded
-SM Silts & Silty Sands (Santiago Formation)
4 II
5 ..
..
6 •
..
9 ..
10 I
11 -..
12
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I
Trench Ended at 12 Feet
Calaveras Hills
••• 0 AIV.AaAL •• TA •• T Carlsbad, California
y M
115.6 13.9
~ SOUTHERN CALIFORNIA ~ SOIL & TESTING. INC.
.AN al.aa, CALI .. aANIA •• 1.a I~----------~--~=-~~ BY CRB DATE 12-21....,82
JOB NO . I 14112 Plate No. 8
. ---------"'----~~~----...
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Class _0/CL
ll~
TRE!JCH NO. TI - 7
Description
Gray-brown, }1oist, Stiff, Sandy Clay
(Topsoil)
2 ///
I~~/ SCI Brown, Moist, Medium Dense, Sandy Clay
3 /-/ ' CL (Heathered Santiago Formation)
I · ~ II' ---4:-------...... ~ :.V,.: SM/ Yellow-brown, Hoist, ~'1edium Dense to :. v. .. Ii SC Dense, Clayey Silty Sand
4 /:. /. .:
-5 _
-
6 I . ..
7 _'" -..
8
9
-10 _
-.'
11 _ ..
-.
12
• S1'1
..
Buff white, Hoist, Dense to very Dense,
Silty Sand (Santiago Formation)
Trench Ended at 12 Feet
y M
114.'S 9.5
~------------------------------------~----------------------------~----~ Calaveras Hills I ~ Carlsbad, Caiifornia I "W. BY'
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
••• a RIV.RaAL •• TR •• T
.AN al.IID, CALII"DRNIA •• 1.a
CRB DATE 12-21-82
JOB NO. 1 ________________________________________ ~ ______ ~1~4~11~2--------~p~1~a-t~e-N-o~:, __ 9 ________ __
I TRENCH NO. I TI-8
I Class DescriDtion Y M
I -/// CL Gray-brm.;rn, Hoist, Stiff, Sandy Clay
~ (Topsoil)
1 -
I -
2 y/ /'
V. · · /. ;: S1'1/ Yellow-brown, Hoist, Hedium Dense to ..
:(. v: SC Dense, Clayey Silty Sand I 3 ( ~ /, (Weathered Santiago Formation) -;;-· -v. ~ <
/. ·1 4 1./' V. .. · SM Buff white, Moist, Dense to very Dense., .. .0 Silty Sand (Santiago Formation) · I 5 .. :
-. .
6 .. , · .
I .. ' · . · . 7 I : 120.9 6.3 · I , ,
8 : '0 .. . ,
,
I .. ' , • . o •
9 .. . . ' •
I -, · ,
10 -,
I .. , ,
11 ...
, . ..
I 12
Trench Ended at 12 Feet
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I ~ SOUTHERN CALIFORNIA Calaveras Hills
SOIL & TESTING. INC.
••• 0 RIV.RCAL •• TR •• T Carlsbad, California
I
.AN CI.ac, CALIFCRNIA •• 1.0
BY CRB DATE 12-21-82
I JOB NO. Plate L~O • 10 14112 ..
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TRENCH NO. TI-9
V/CL -/ 1_~
2 -///
Gray-brown, l:oist, Stiff, Sandy Clay
(Topsoil)
%:': v. SM/
- : •. /1/,'. 8L . , .. V.
3 V. . 1..-• ... . ,.;v. .
,'.,. •. 1/
Yellow-brown, Hoist, Nedium Dense to
Dense, Clayey Silty Sand (Weathered
Santiago Formation)
1/.'. .,..
4 ~'l / CL Green-brown, Hoist, Hard, Sandy Clay
.• : : '" (Santiago Formation)
-.. , 'I----_------
5 .. SH Buff white, Moist, Dense to very Dense,
Silty Sand
-'
6 ....
. ....
7 -' . . ..
8 -, -,
9 .. , ,
-. , 10 --.
11 ...
-'
12
Trench Ended at 12 Feet
Calaveras Hills
••• 0 "'lv.",aAL. .T"' •• T Carlsbad, California
y M
117.4 8.9
I ~ BCUTHERN CALIFCRNIA
SelL " TESTING J INC.
.AN al.Cla, CALI .. a"'NIA •• 1.0 1~--------------------------------------~~BY~------------~---T,DA~r=~~---------------1 CRB 12-21-82
I JOB NO. 14112 ~ ________________________________________ ~ ____ ............ ____ .......... ____ ~P_l~a_'t_e~N_o_. __ ll~' ________ ...
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2
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6
7
8
TRENCH NO. TK-10
Class Description y M
~sc 1 Dark Brown, Hoist, Hedium Dense, -.. ~/: (Topsoil) · .. i Clayey Sand ....
V// CL ! Dark Brown, Very Moist, Stiff, Slightly -0 i Sandy Clay (Weathered Granitic Rock)
I I
I ~ --~ ---~ · ... SC Yellow-brown, Moist, Medium Dense, I .: /: Clayey Silty Sand 135.6 5.8 . .' · . . -SM Mottled Grey/Brown/Yellow, Hoist, · . Medium Dense to Dense, Silty Sand
·1 · · . . .
· . · .. -, , .
' .. -. . . .
· . · .
Trench Ended at 8 Feet
Calaveras Hills
••• 0 .. 'v ... aA ..... T .... T Carlsbad, California ~ aOUT .... RN CALIFORNIA ~ BOL A TESTING J INC.
1I~ _____________ ·_A_N __ a_'_ •• __ a_._cA __ ... '_~_a_ .. _N_'A __ ._._'_._O ____ --~~-------------------T.~~----------------~
. BY CRB DATE 12-21-82
I~ ______ ............... ______________ ..... ____ ..... ____ J_O_B_NO ...... __ ..... ________ ~ ______ ..... __________ ~ _ 14112 Plate No. 12
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1
2
2
-. . -' .. _.
I i1: ( ,; ~ • 0 o .~ 9 0
Class
SM
SH
TRENCH NO. TK-ll
Description
Red-yellow Brown, Hoist, Hedium Dense,
Silty Sand (Topsoil/Slopewash)
Dark Grey, Hoist, Dense to Very Dense,
Sandy Gravel (Hetavolcanic Rock)
Refusal at 3 Feet
Calaveras Hills
••• 0 .. Iv ... a .. ",. .TIII •• T Carlsbad, California
I ~ aDUn.RN CALIFORNIA .alL a TESTING. INC.
I .AN 01 •• 0, CA"'lfllaIllNIA •• 1.0
~------------------------~>------~~------------~==~----------~ BY CRB DATE 12-21-82
14112 Plate No. 13 I .. ____________________________________ ~J-OB--NO--.--~~--__ --~--~----~--------
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1
2
3
4
TRENCH NO. TK-12
Cl ass D escr~pt~on · · . · SM I Red-brown, Moist, Medium Dense, -. Silty Sand (Topsoil) I ,
0 , . ~ SM Gray-brown, Hoist, Dense to Very Dense, -: • • Sandy Gravel (Gran;.:t~ c 0 . Ii I~ · . t 0 Q., · . . .
.~ ;It ~
.I.~ · . Q • D'
:1 '. t P.. ..
Refusal at 4 Feet
aauT .... I=IN CALIFDRNIA
eaL a TESTING. INC.
••••• lv •• aAL •• T ••• T
.AN DI •• D, CALlfla.NIA •• 1.a
Rock)
Calaveras Hills
Carlsbad', California
CRB
14112
12-21-82
Plate No. 14
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1
2
3
Class
"LY'y • Ii' : Ii: SM/ :V:v. SC I/. LA-
•• -8M . -.
TRENCH NO. TP-13
Description
Red-brown, Moist to Wet, Medium Dense,
Clayey Silty Sand (Topsoil)
Red/Brown/Gray, Wet, Medium Stiff, Sandy
Clay (Weathered Decomposed Granite)
Yellow-brown, Moist, Dense to Very Dense,
Silty Gravely Sand (Decomposed Granite)
Refusal at 3 Feet
I~--------------~----------------~
I Calaveras Hills
Carlsbad, California ~ SOUTHERN CALIFORNIA ~ SOIL" TESTING. INC.
••• 0 R.va~aALa aTRaaT
.AN a.acao, CAL ... ORN.A •• 1.0 1~~------------------6BY~--------~~~-~~~ DATE CRB12-15--B2
I JOB NO. 14112 N 15 L-________________________________________ -4 __________________ ~~P-l-a-t-e---o-.---,-----__ ~~
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4
5
Class
~~~~ SM/ -'[;I:1i SL
1/.:1/'
II I SH/
II I ML
I
• , .. SM .,
6 I . '
7
-' , . ,
8
TRENCH NO. TP-14
Description
Brown, Hoist, Medium Dense, Clayey Silty
Sand (Topsoil)
Green-brown, Hoist, Stiff, Silty Clay
Yellow/Red/Brown, Moist, Hedium Dense,
Silty Sand (Weathered Decomposed Granite)
Yell o,"l-b r own , Hoist, Medium Dense to Dense,
Silty Sand (Decomposed Granite)
Very Dense
Trench Ended at 8 Feet
y M-
121. 9 12.1
I~------------~--------------~
Calaveras Hills I ~ SCUTHERN CALIFCRNIA
SOIL & TESTING J INC •
••• a RIV.RaAL •• TR •• T Carlsbad, California 1 ~ ____ =-________ ·_A_N_D __ I._a_D_'_C_A_L_I_FD __ R_N_IA __ ._._~_._a-------+BY~------------------~~~~r~E~----------------~
CRB l2-1~-82
JOB NO. I 14112 Plate No. 16 ------------------------------------~------~~~~----~-----------------"-'. ~
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-
1 _ ... ' . ,
Class
SMI
sc
sci
CL
" SM
4 I"::
TRENCH NO. TP-1S
Description
Brown, Moist, Hedium Dense, Clayey Silty
Sand(Topsoil)
Red-brown, Moist, l'Iedium Stiff, Sandy
Clay (Heathered Decomposed Granite)
Yellow-brown, Hoist, Dense to Very Dense,
Silty Sand (Decomposed Granite)
Refusal at 4.5 Feet
Calaveras Hills
y
129.1
Carlsbad, California
M
7.3
~ SDUTHERN CALIFDRNIA ~ SOIL & TESTING J INC.
••• 0 IItIV.IltOAL. .TIIt •• T
.AN 01.110, CALI,.OIltNIA ..... 0 1~--------------------------------------+BY~----------------~OA~r~E----~------~~ CRB 12-15-82
JOB NO. 1~ ______________________________________ ~ ________ ~l_4_l_l_2 ______ ~·_p_l_at_e __ N_~_~ __ 17 ________ ~
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Class
: T.'1', > SM/ -(. ,/" , /.') SC
1 _v':Ii': ;; '/ y : 'K', -:~v., ~ , 'v. 2 3 i~C~~
4
5 f" SH
-' "
6
TRENCH NO, TP-16
Description
Yellow-brown, Moist!, Hedium Dense, Clayey
Silty Sand (Topsoil)
Green-brown, Hoist, Stiff, Silty Clay
(Weathered Decomposed Granite)
Yellow-brown, Hoist, Dense to Very Dense,
Silty Sand (Decomposed Granite)
Refusal at 6 Feet
Calaveras Hills
••• a RlV.RaAL. .TR •• T Carlsbad, California
y
99.6 22.8
130.7. 7.9
~ SOUTHERN CALIFORNIA ~ SOIL & TESTING. INC.
I .AN al.caa, CALIFORNIA •• 1.a
r---------------------------------------+BY~----------------~~~r~E~--~--------~ CRB l2-l5-8~
14112 Plat~ No. 18 I ... ______________________________________ ~J_O_B_NO __ . ____________ ~ ________ ~----~~-
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1
2
3
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5
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7
8
9
. ;; ~.:)I -/.
V. ~ V -V,'.
t/. ~ .1/ /.
V/ I / ~
1 II I I
I I I
-I I I
I
, .
-' , ' . , , ' , I· · ,
-.. -.. . , -. . · -. · .
I : , ',:
Class
SH/
SC
sci
CL
SM/
ML
SH
TRENCH NO. TP-17
DescriPtion
Brown, Hoist, Medium Dense, Clayey Silty
Sand (Topsoil)
Red/Green/Brown, Hoist, Hedium Stiff,
Sandy Clay
Yellow-brown, Hoist, Medium Dense, Silty
Sand/Sandy Silt (i.Jeathered Decomposed
Granite)
Yellow-brown, Moist, Dense, Silty Sand
(Decomposed Granite)
Trench Ended at 9.5 Feet
Calaveras Hills
Y
115.1
Carlsbad, California
.. M
12.8
~ SOUTHERN CALIFORNIA ~ SOIL Be TESTING. INC.
••• a .. lv .... aAL •• T .... T
.AN al.aa, CALI"a"NIA •• ,.a 1~------------------------------------~BY~------------~--~~~r=E----------~--~
CRB 12-15-82
JOB NO, I 1411" Plate ~~o. 19 L-________________________________ ~ ____ ~·~~L~-l~L __ ~--~~------------~
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2
3
4
5
6
7
S
~~ /. , , /.
v.: ;-v.
'~ ~V 1-<' -~~ '/ V:'
-' , '
I , -, '
-. . ' , -, . . . -·
I.
-· ' · . -
Class
SM/
SC
8M
TRENCH NO. TP-IS
DescriPtion
Red-brown, Hoist, Hedium Dense, Clayey
Silty Sand (Topsoil)
Yellow-brown, Hoist, Dense to Very Dense,
Silty Sand (Decomposed Granite)
Trench Ended at S Feet
Calaveras Hills
Y
11S.2
Carlsbad, California
M
10.S
~ SOUTHERN CALIFORNIA ~ SOIL & TESTING. INC.
aaaa "Iv .... aAL. aT" •• T aAN al.GC, CALI~C"NIA .a1.a 1~--------------------------------------~~BY~----------------~~DA~r~E~.----------------i CRB l2-~5
JOB NO. 1~ _____________________ . ______________ ~ ________ ~i4~1~1~2~_~~~p~J~at~e~NO_._._2_0 ______ ~
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, . . ~
I : : : :
1 ....
:(. (). i"" .' 0
2 I~; ~ J .:
Class
SN
TRENCH NO. TP-19
Description
Red-brown, Hoist, Hedium Dense, Silty
Sand (Topsoil)
Dark Gray, Moist, Dense to Very Dense,
Gravely Silty Sand (Decomposed Granite)
Trench Ended at 2 Feet
Calaveras Hills
Carlsbad, Califorriia ~ SOUTHERN CALIFORNIA ~ SOIL & TESTING. INC.
••• a R'V.RaAL. .TR •• T
.AN a'.Cla, CAL'FaRNIA •• 1.0 1 ~--------------------------------------+BY~----------------~DA~r=E------~----~~ CRB 12-16-82
JOB NO. 1~ ________________________________________ -* _________ 14_1_1_2 ________ ~_p_l_a_t_e~"N~o_,_._2_1_. ____ ~,~.~
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I
TRENCH NO. TP-20
Class Description
_V.~?~ SH/ 1 Red-brown, Hoist, Medium Dense, Clayey
/~ ,V SC " Silty Sand (Topsoil) 1 _ ,~,
. /.:;/ I / 1/.: 1
2 1~ ~C6? SH i Gray, Hoist, Dense to Very dense, Sandy
• ,0 'r : (] Gravel (Metavolcanic Rock) .,e ~ ~ .. . ;...
3 V':f../ .C :4~,
I{<~ 4 ,( • : ., ' ,l~ ~~ -'I~' Q o 0 ' 5 . ,4
Trench Ended at 5 Feet
Calaveras Hills
••• a .. IV ... DAL •• T ..... T Carlsbad) California
I ~ SOUTH.RN CALIFORNIA
ealL II TESTING. INC.
1~ ..... ____________ ·A_N __ a_I_._._a_'_c_A_L_I~_a_A_N_IA __ ._._1_._a ______ ~~--------__ ----____ ~~~----------..... ----~
BY CRB DATE12-2l~B2
I .~~ ~ ______________________________ ~ __ ~ _______ 14_l_l_2 __ ~ __ ~~P~la~t~e_N~o~.~~,_~2~~ _____ ~
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1
3
4
5
6
TRENCH NO. TP-2l
Class Description
-~~~~ SM/ 1 : v. ,/. sc . V. 'I/.: i
Red-brown, Moist, Medium Dense, Clayey
Silty Sand (Topsoil)
, 8M -' , .
I .
. .
, '
. -.
. I Gray-brown, Hoist, Stiff, Sandy Clay
I (Weathered Decomposed Granite)
I
11 Yellow-brown, Moist, Dense to Very Dense,
. Silty Sand (Decomposed Granite)
Trench Ended at 6 Feet
Y M
128.1 10.1
I ~ SDUTH.AN CAUFDANIA
BeL A TESTING. INC.
•••• .lv •• aAL.. .T ••• T
I .AN al •• a, CAL.I .. a.NIA •• 1.0
Calaveras Hills
Carlsbad, California
~--------------------------------------~~BY~----------------~DA~r~E-----------------f CRB 12-21-82
I~ ____________________________________ ~J_OB __ NO __ . ____________ ~~~ ______________ ~ _ 14112 Pl ate No. 23'
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TRENCH NO. TQ-22
Class Description Y 1'1
11 ~ ;..: it 81'1/ Red-brown, Hoist, Medium Dense, Clayey
~ 8C Silty Sand (Topsoil) V. k ~
:...: ~ ~ , 109.3 13.1
I:.
. 8H Yellow-brown, Moist, Dense to Very Dense,
Silty Sand (Decomposed Granite) .. . ,
-' , ,
-' , ' . ,
Trench Ended at 4 Feet
Calaveras Hills SOUTHERN CALIFORNIA
SOIL " TESTING. INC.
••• a RIV.RaAL. .TR •• T
SAN al.aa, CALI"aRNIA •• 'I.a
Carlsbad, California
BY CRB DATF , 12-16-82
14112 Plate No., 24
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· . · -· . . · . -· . · · .
I V//
~ · . .. -· .
· . I' · .
-, ,
· --· , . -, . ·
I-·
·
~ -· . .
..
-.. · .
,
TRENCH NO. TQ-23
Class DescriPtion Y M
SM Brown, Hoist, Hedium Dense, Silty Sand
(Topsoil)
CL Gray-brown, Moist, Stiff, Silty Clay
(Weathered Decomposed Granite)
SM Yellow-brown, Moist, Dense to Very Dense,
Silty Sand !Sandy Si 1 t (Decomposed Granite)
,
123.6 8.0
:
Trench Ended at 10 Feet
I ~ SOUTHERN CALIFORNIA
SOIL & TESTING. INC •
••• a RIV.ROAL •• TR •• T
.AN DI ... O, CALIFORNIA •• 1.D I~----------~----~--~
,I
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I~------------~--~--~--~~~,
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Class
. SM -.. 1 _ ..
2 1/ / SCI
11/// CL
TRENCH NO. TQ-24
Descrint";rm
Brown, Hoist to Saturated, Hedium
Dense, Silty Sand (Topsoil)
Yellow/Brown/Gray, Hoist, Hedium
Dense, Sandy Clay (I.Jeathered Decomposed
Granite) .... ~
3 _ ~------------------------~--------Yellow-brown, Hoist, Dense, Silty Sand
(Decomposed Granite)
• SM -. '.
6 _.
-.
8
Trench Ended at 8 Feet
Y
1B.l
I~--------------~--------~------~
I SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
••• 0 RIV.RaAL •• TR •• T
Calaveras Hills
Carlsbad, California ~ 1L---~---------------------------------hBV~----------------~OA~r--E------------~~
CRB l2-16~B2
BAN al.cao, CALIFORNIA •• ".0
JOB NO. 1L-________________________________________ ~ __________ l_4_l_1_2 __ -. __ --~-P-l-a~t-e-N_O_. __ 2_6 _____ -__ __
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TRENCH NO. TRl-25
I Class Description Y M · .. . SM Brown, Wet to Saturated, Hedium Dense, I -· .. Silty Sand (Alluvium)
1 -· .
I 2 CL Gray, Moist, Stiff, Sandy Clay
102.4 20.0
I 3
-~ I 4 I 112.9 14.4
I 5 I S1'1/ Yellow-brown, Moist, Medium Dense to -
\1
ML Dense, Silty Sand/Sandy Silt, Coarser
I 6 -I with Depth (Decomposed Granite) -II 7 I I I 132.6 3.1 II I 8 ..
I -II I 9 -,
I -I I 10
Trench Ended at 10 Feet
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I ~ SOUTHERN CALIFORNIA Calaveras Hills <.
SOIL & TESTING. INC.
••• a AIV.ADAL. .TA •• T Carlsbad, California
I
.AN DI.aD, CAL."'DAN.A •• 1.a
BY CRB DATE 12 .... 16-82
I JOB NO. Plate No. 27 14112
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12
TRENCH NO. TRl-26
Descri tion
Brown and Gray-brown, Hoist, Hedium Dense,
Clayey Silty Sand (Topsoil)
Gray-brown, Hoist, Hedium Dense, Clayey
Silty Sand (Quaternary Sandstone)
Trench Ended at 12 Feet
y
100.5 8.2
107.9 6.4
I~--------------~----------------~
I SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
••• 0 RIV.ROAL •• TR •• T
.AN OI.caO, CALIIilORNIA •• 1.0
Calaveras Hills
Carlsbad,California ~ I~--~------------------------------~~BY~---------------'~~~J=E--------~-----;
CRB 12-16-82
JOB NO. 14112 Plate No. 28
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11
12
SM
SC
TRENCH NO. TRl-27
Descri tion
Brown and Gray-brown, Hoist, Medium
Dense, Clayey Silty Sand (Topsoil)
Gray-brown, Moist, Medium Dense, Silty
Clayey Sand (Quaternary Sandstone)
Trench Ended at 12 Feet
y M
108.3 9.5
101.0 8.1
~----------------------------~~--------------------------------~ Calaveras Hills
••• 0 IIUV."DAL. .T" •• T Carlsbad, California ~ SOUTHERN CALIFORNIA ~ SOIL & TESTING. INC.
.AN DI.aD, CALI"D"NIA •• 1.D 1~--------------------------------------+BY~----------------~OA~r~E--~----------~ CRB 12-16-82
JOB NO. 1~ ______________________________________ ~ ________ 1_4_1_12 ______ ~ __ p_l_a_t~e_N_O_. __ 2_9 ______ ~
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TRENCH NO. TRl-28
Class DescriPtion ..
. : , St-f -.
1 . ,
'. SM -
2
' ... ~
-'"
3 I
4
. ' .
S
.'
6 _
.
7 .'
. 9 .• ,
Brown, Hoist, ~ledium Den:s.e, Silty Sand
(Topsoil)
Buff White, Hoist, Hedium Dense, Silty
Sand (Santiago Formation)
1----Dense
Trench Ended at 9 Feet
y M
llS.6 10.1
~----------------------------~--------------------------~ : ~ SSI~:;;;~~~~~~A gy::::::::: :::::ornia
DATE
eRB 12-16-82
1 __ ----------------------------~--------~J-O_B_NO __ , __ ~14~1~1~2 ________ ~-p-l-a-t~e-N-o-.--3-0--~~~~
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:11 V. V· -'11 V.
1 I
v· V :li 1/
~~ l/ Ii.
2 /.: '/.
I V//
3 l/ '/ · . -· . · .
4
· . -
5 I :
6 -. -. .
7 · . -. .
8 I .
9 -. , -
10 .
Class
SU/
SC
CL
SN
......
TRENCH NO. TRl-29
Description
Brown, :-foist, Hedium Dense, Clayey
Silty Sand ~Topsoil)
Green/Gray/Brown, iioist, Stiff,
Silty Clay (Weathered Santiago Formation)
Buff White, Hoist, Medium Dense,
Silty Sand (Santiago Formation)
Dense
Yellow-Brown
Trench Ended at 10 Feet
~------------------------------~--------------------------------~
Carlsbad, California I ~ SaUTHERN CALIFaRNIA ~ SaiL & TESTING. INC.
••• 0 AIV.ACAL •• TA •• T
I .AN al.ac. CALIJICANIA •• 1.0
Calaveras Hills '
----------------------------------------~BY~----------------~DA~JE~--------~--~~
CRB 12-16-82
I JOB NO. ________________________________________ ~ ____ ~1~4~1~1~2 ________ ~_pl_a_t_e __ No_.~3~l~~~.~.~ .. ~-~.
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11
12
TRENCH NO. TR1-30
Gray-brown, Hoist,. Hedium Dense,
Clayey Sand/Sandy C1ay(Alluvium)
Gray/Brown/Ye11ovl, Hoist, Hedium Dense,
Clayey Sand O.Jeathered Santiago Formation)
Trench Ended at 12 Feet
Y
102.4
106.7
93.9
H
21. 5
14.5
22.2
I ~ SOUTHERN CALIFORNIA ~ SOIL" TESTING. INC.
8880 A'V8ADAL. 8TA •• T
1Ir-______________ 8
_
A
_
N
__
D
_'._D_O_,_C_A_L_'_F_O_A_N_'A __ 8_8_'_8_0------~~BY~------------------~~~------------------~
Calaveras Hills
Carlsbad, California
CRB DATE 12-16-82
14112 Plate No • .32. I ... ______________________________________ ~J_O_B_NO_._. ______ ~ ____ ~ __ ~~~~ ________ ~
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1
-
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-....
4. .
-
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-.
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. 8 _ . " .. . , .
9
Class
S11
SM
SM
TRENCH NO. TRl-3l
Description
Brown, :vloist, Hedium Dense, Silty Sand
(Topsoil)
Yellow-brown, Hoist, Hedium Dense, Silty
Sand (Weathered Santiago Formation)
Buff White, Moist, Dense, Silty Sand
(Santiago Formation)
Trench Ended at 9 Feet
Y M
108.3 11.7
,-'.
~----------------------------------------~------------------~------------~
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
••• 0 Alv."aAL. .TA •• T
.AN al.Cla. CALI .. aANIA •• 1.0
Calaveras Hills
Carlsbad, California I~
1r---------------------------------------~BY~----------------~DA~r~E--------------~
CRB 12,...16-82
JOB NO.
I 14112 Plate No" 33 I~--------------~--~----~~----~
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-
1
-
3 •
.
4 -.
-.
5
TRENCH NO. TRl-32
Class Descriotion
SM Brown, Hoist, Hedium Dense, Silty Sand
.' S1'1
(Topsoil)
Buff ~~ite, Moist, Dense, Silty Sand
(Santiago Formation)
y M
I~--------------~----------------~
I ~ SOUTHERN CALIFORNIA ~ SOIL & TESTING. INC.
••• 0 AIV.AOAL •• TA •• T
I .AN 01.110, CALIJOOANIA •• 1.0
------~----------------------------------------~~BY~--------------~~~rE~-------------1
CRB J~-16-82
Calaveras Hills
Carlsbad, California
1 __________________________________________ ~J_O_B_N_O_· ___ 1_4_1_1_2 ________ ~_P_1_a._te __ t_Io_.~.-3-4--------
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-..
1 _
-
-
5 I.
6 _.
-.
7
8 "'.
-'
9 _.
-
10 I
Class
. SM/
. SC
'S1'1
.. '
11 _ .. I
-.
12
TRENCH NO. TRl-32
Description
Brown to Red-brown, Hoist to Wet,
Hedium Dense, Clayey Silty Sand
(Topsoil)
Red/Brown/Gray, Hoist, Hedium Dense,
Clayey Sand/Sandy Clay (Weathered
Santiago Formation)
Light Yellow-brown, Hoist, Hedium Dense,·
Silty Sand (Santiago Formation)
Trench Ended at 12 Feet
Calaveras Hills
Carlsbad, California
Y M
104.3 17.8
108.5 12.7
109.1 12.6
I ~ SOUTHERN CALIFORNIA
SelL & TESTING. INC.
••• a RIV.RaAL •• TR •• T
SAN al.aa, CALI .. aRNIA •• 1.0 1~--------------------------------------~~BY~----------------~~~r~E~---------------1 CRB 12-16-82 ..
JOB NO. 1~ __________________________________________ ~ ______ ~1~4~1~1~2~ ______ ~ ___ p~i~a~t~e~N_o_._3_.5_· ______ ~
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'l(' · -~: V-~~ 1 I v. ~v. l(. · . ~V; 't 2 · . -· .
· 3 .' , . -' ..
4 I · ..
· ' .
5 -: .
, . . ,
6 .' ·
. .
· ' 7 .
-:-· 8
Class
V. SM/
V. SC
V-
V.
SH
-
TRENCH NO. TR2-34
Description
Brown, Hoist, Hedium Dense, Clayey Silty
Sand (Topsoil)
Buff White, Hoist, Dense, Silty Sand
(Santiago Formation)
Trench Ended at 8 Feet
~------------------------------~--------------------------------~ :~ SOUTHERN CALIFORNIA
SOIL & TESTING J INC.
••• 0 AIV.AaAL •• TA •• T
.AN al.Cla, CALI .. CANIA •• 1.0
Calaveras Hills
Carlsbad, California
BY DATE 12-16-82 CRB
I JOB NO.
14112 Plate ~o. 36 "--------.....~~~~~ ........ -
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Class
TRENCH NO. TRl-35
Descrintion
Mottled Red-White-Brown-Yellow, Hoist,
Dense, Clayey Sand/Sandy Clay
(Paleosol)
Trench Ended at 3 Feet
-I ~ SDUTHERN CALIFORNIA
selL & TESTING J INC •
••• a IIIlvalllOALa .TlllaaT
SAN alaao, CALIJI'OIllNIA •• "aa I~----------~--~=-~~
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Class
"I" SM -" , , 1 _
.' 2 _
. . ~.
" .
-', ..
10 -
-:'
T~E:t{CH :TO. 'l'Rl-36
Descrintion
Brown, Moist, Hedium Dense, Silty Sand
(Topsoil)
Hottled Brown-purple-white, Hoist, ~1ediurn
Dense to Dense, Clayey Sand/Sandy Clay
(Paleosol)
Buff White, Moist, Dense", Silty Sand
(Santi ago. 'Formati on)
ll~~~~ __ ~ __________________________________ ___
Trench Ended at 11 Feet
y
116.2
111.6
8.4
ll.8
.. I I
I
I~----------~----~----~
SOUTHERN CALIFDRNIA
SOIL & TESTING I INC.
••• a AIV.AaAL.. .TA •• T
.AN al.caa, CAL.I .. aANIA •• 'I.a
Calaveras Hills
Carlsbad, California I~
1~--------------------------------------+'BY~----C-RB------------~~~,~r=E----1-2-_-l-6--8-2----~
JOB NO. 1~ __________________________________ ~~ _______ 1_4l_l_2 ______ ~~p~1~a~te~N~o-~-3.8 _____ ----
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12
TRENCH NO. TS-3 7
Brown, Hoist, t-fedium Dense, Clayey Silty
Sand (Topsoil)
Brown/Red/Yellow, Hoist, Medium Dense
to Dense, Clayey Silty Sand
(Older Alluvium)
Yello\v-brown, Hoist, Dense, Silty Sand
(Decomposed Granite)
Trench Ended at 12 Feet
SOUTHERN CALIFORNIA
SOIL & TESTING J INC.
••• a RIV.RClAL. .TR •• T
.AN ClI.ClCI, CALIFClRNIA •• 1.a
Calaveras
Carlsbad,
BY
JOB NO.
Hills
California
CRB
14112
Y
119.9 11. 3
DATE
12-16-82
Plate 39
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.......
1
2
3
4
5
6
7
8
9
10
11
12
Class
S1'1
SC
TRENCH NO. TS-38
DescriPtion
Brown, Moist, Hedium Dense, Silty Sand
(Topsoil)
Yellow-brown, Silty Sand/Sandy Silt
Yellow/Brown/Gray, ~foist, Hedium Dense,
Clayey Silty Sand (Older Alluvium)
Trench Ended at 12 Feet
Calaveras Hills
••• 0 ... lv .... aAL •• T ..... T Carlsbad, California
Y
116.4 10.4
116.8 13.3
I ~ SDUTHERN CALIFORNIA
selL & TESTING. INC.
.AN al.aa. CALIFa ... NIA •• 1.0 1~---------------------------------------4~BY~----------------~~DA~r~E~---------------1
CRB 12-16-82
JOB NO. 14112 Plate. No. 4.0
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5
TRENCH NO. TS-39
Cl ass Descrlutlon
.. · SM Dark Brown, Hoist, T:fedium Dense, · Silty Sand (Topsoil) .'
.. .. ' SM Yellow-brown, Hoist, Dense to Very Dense,
Silty Sand (Decomposed Granite) -· I ..
-
-
.
· .
·
Trench Ended at 5 Feet
SDUTHERN CALIFDRNIA
SDIL & TESTING I INC.
••• a R,v."aAL.. .T .... T
.AN a'.aa, CAL.'''CRN'A ...... a
Calaveras Hills
Carlsbad, California
CRE 12-16-82
Plate No. 41
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C1A!'l!'l
V :'V v. SH/ -/.' V. SC
3: V .'v. V/ sci -/ ./ CL
2 I /""
3 // /
/ CL -V' 4 I ~/ ,/
./
5 -V' ,/ V -
6 1/
/ / 7 -// . / =v; 8
9 -~ 101~
TRENCH NO. TS-40
Red-brown, Hoist, Hedium Dense, Clayey
Silty Sand (Topsoil)
Medium Stiff, Sandy Clay
Mottled Red-brown-yellow, rvroist, Hedium
Stiff to Stiff, Clay
(Paleosol)
Trench Ended at 10 Feet
Calaveras Hills
Carlsbad, California I ~ SOUTHERN CAUFDRNIA
SOIL & TESTING. INC.
aaaa IIt'ValltaAL. aTIIt •• T
aAN a, ... o, CAL'''OIltN'A •• 'I.a I~----------~--~~--~ BY CRB DATE 12";'16-82
1I~ ______________________________________ ~_JO_B __ N_o_' __ 1_4_1_12 ____ ~ __ ~ __ p_la_t_e __ ~_o_.~4_2~~~~~.~. ~
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8 .
9
I/. l%: I(. -,1/ v.: L% -/. ' 'v:
l% ~', ~ -" ~~
I/. " , ~
I V//
~
~ I ~ , ,
...... ;.
-I I I
-I
I I
I I -I I
I·: ..
...
-' , .
TRENCH NO. TS-4l
Class Description Y M
SM/ Brown, Moist, Hedium Dense, Clayey
SC Silty Sand (Topsoil)
CL Green-brown and Gray-brown, Hoist,
Sandy Clay (Weathered Older Alluvium)
. -. . ---"::';-~-:,, .. ~
SC Grading into Clayey Sand 111.3 8.5
SM/ Hottled Yellow-purple-brown, Moist,
HC Medium Dense to Dense, Sandy Silt
(Decomposed Granite)
S1'1 Yellow-brown, Silty Sand
Trench Ended at 9 Feet
Calaveras Hills
••• a IIIIV.IIIDAL •• TIII •• T Carlsbad, California ~ SOUTHERN CALIFORNIA ~ SOIL & TESTING J INC. I .AN DI.aD, CALI .. DIIINIA •• 1.a
r---------------------------------------~~BY~-----C-RB----------~~DA~r~E--l-2---l-6--8-2--------~
I ... ______________________________________ ~J_O_B_N_O_. __ ~~~ ____ ~~~~~~~ ______ ~ l4ll2Plate No. 43
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Class
~{)<' S1'1/ -. . li<)-:' SC 1 _. I I'; • . /../ .v../. /.:/. :t.z. 2
3
4
TRENCH NO. TS-42
DescriPtion
Red-Brown, Hoist, Hedium Dense,
Clayey Silty Sand
Red-brown, Yellow-brown and Gray-b.rown,
Hoist, Medium Dense, Silty Clayey Sand
(Older Alluvium)
Trench Ended at 4 Feet
Calaveras. Hills
••• a AIV.ADA&.. .TA •• T Carlsbad, California I ~ SDUTHERN CALIFORNIA
SDIL & TESTING, INC.
.AN DI.aD, CA&'I~DANIA •• 1.a 1~-------------------------------------hBY~----------------~~~r=E---------------4
CRB 12-21-82
I JOB NO. 41 I 12 Plate ~o. 44 ,"--------*-------'------
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Class
~ CL .
1 ~ 2 ~ 3
·~·RENCH NO. TT-43
DescriPtion
White and Red, Hoist, Dense, Clay
(Paleosol)
Trench Ended at 3 Feet
y
141.4 4.6
I~--------~--~------------~
SOUTHERN CALIFORNIA
SOIL Ie TESTING. INC.
••• 0 "IV."OAL. .TR •• T
.AN 0'.00, CALIFORNIA •• 1.0
Calaveras Hills
Carlsbad, California I~
1~--~-------------------------------4DBYV-----C-RB----------~~~r~E---1-2_-l-_6-_-82--~---1
JOB NO. 45 1 __________________________________________ ~ ________ 1~.4~1~1~2~--~--~-p-l-a-te--~-T0_-. __ ~----~_~.~_
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3 •. .
-
4 '.
Class
TRENCH NO. TT-aa
Description
Brown, Hoist, Medium Dense, Clayey Silty
Sand (Topsoil)
Yellow-brown, Moist, Stiff, Sandy Clay
Yellow-brown and Gray-brown, Hoist, Dense
to Very Dense, Gravely Silty Sand
(Granite Rock)
Trench Ended at 4 Feet
I~--------~--------~
I ~ SDUTHERN CALIFDRNIA ~ selL" TESTING. INC.
••• a RIV.ROAL •• TR •• T
SAN Ol.ao, CALI~ORNIA •• 'I.a
1--------------------------------------------+.BV~---------C-R-B--------~0A~r~E~--1-2--1-n---·~-.z--------~
Calaveras Hills
Carlsbad, California
I __________________________________________ ~JO_B __ N_O_· ____ 1_4_11_2 ________ ~_p~1~a_t~e __ N_o_._4_6 __ --~_----
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2
3
TRENCH NO. TT-45
Class Description
'li' 'l%' SMI Dark Brown, Hoist, f.1edium Dense -~ :~~l/.:: SC Clayey Silty Sand (Topsoil) .. 11.', ' 1/, ·:1;< :, _---!~ ____________________ _ IV / sci Red-brown, Moist, Stiff, Sandy Clay
1// / CL
SM Yellow-brown, Moist, Dense to Very Dense,
Gravely Silty Sand (Decomposed Granite)
Trench Ended at 3 Feet
y
116.8 10.0
I~--------------~----------------~
SOUTHERN CALIFORNIA
SOIL & TESTING. INC.
aaaa Rlva"OALa aTRaaT
SAN Oisao, CALIP:ORNIA sa1aa
Calaveras Hills .
Carlsbad, California I~
1~--~---------------------------------hBY~----------------~DA~r=E~------------~
CRB 12-16-82 1L-______________________________________ .J_O_B __ NO_· ___ 1_4_1_12 ________ ~p_1_a_t_e_t._.Io_. __ 4_7 ______ ~
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Class
TRENCH NO. TT-46
DescriPtion
Red-brown, Hoist, Hedium Dense, Clayey
Silty Sand (Topsoil)
WSM/
V/~
1 ·V/ / CL ..,....-------------/' Gray-brown, Moist, Stiff, Sandy Clay
-r:It: 1% " (Older Alluvium) 2 _~ ~ ~[;/ "~ _________________ _
v. . ~ .. SH/ Red-brown, Hoist, Hedium Dense, Clayey
• : i/'I/ SC Silty Sand (Porous)
3 lI:i/: 1 :11 '·1:" II' . v: .. l/ .
• 11 :V
4 .lI:V: 'lI" " .• % fo • . . . .
5 I:
6
SM Gray-brown, Hoist, Dense to Very Dense,
Silty Sand (lveathered Hetavolcanic Rock)
Trench Ended at 6 Feet
y M
115.6 9.0
5.7
I~--------~--------~
~ SOIL & TESTING J INC.
••• 0 ... 'V .... DAL •• T ..... T
.AN a'.ClD, CAL'''D'''N'A •• 1.0
Calaveras Hills
Carlsbad, California I ~ SDUTHERN CALIFDRNIA
I ~--------------------------------------~BV~-----------------r-DA~JE~------~-------f CRB 12-21-82
JOB NO. 1 ____________________________________ ..... __ ~ ________ 1_4~1~1~2 ________ ~p_l_a_t_e __ N_o_._4_8 ______ --~
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TRENCH NO. TT-47
Class DescriPtion . , , , : SM 1 Brown, Hoist, Hedium Dense, Silty Sand
~~~.-,~~ 1 (Topsoil)
,! ~ 1 • ~ ____________________________________ ___
.: SH I Yellow-brown, Moist, Dense to Very Dense,
2
3
4
• 1 Silty Sand (Decomposed Granite)
, .
I •
. ,
, . ...
Trench Ended at 4 Feet
~------------------------------~--------------------------------~ Calaveras Hills
Carlsbad, California
I ~ BOU~RN CALIFORNIA
BaiL a TESTING. INC.
•••• "IV."OAL.. .TA •• T
.AN 01 •• 0, CAL.I .. OANIA •• 1.0 I ~----------~~,--~~--~ BY CRB DATE 12-21-82
I JOB NO. 14112
~-----------------...----~------~----~~
l?lateNo. 49
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TRENCH NO. TT-48
Class Description
: . : : SM Brown, Hoist, Hedium Dense, Siity V /""-Sand (Topsoil)
1 -[ ///~L ""1-0-------------
1/ Gray-brown, Hoist, Stiff, Sandy Clay
.... ~ (Weathered Rock)
2 _ ~ __ ----------__ --__ ----------__ ------------
Yellow-brown and Gray-hrown, Hoi$t, Dense
to Very Dense, Silty Sand
(Granitic and Metavolcanic Rock)
Trench Ended at 5 Feet
~------------------------------~--------------------------------~ Calaveras Hills
••• 0 RIV.RaAL •• TR •• T Carlsbad, California I ~ SDUTHERN CALIFORNIA
SOIL " TESTING J INC.
.AN al.DO, CALI .. ORNIA •• '.0 1~--------------------------------------+BY~-----------------~~~r~E--------~----~ CRB 12-21-82
Plate No. 50 . _ IL ______________________________________ ~J_O_8_·_NO_. ____ l_4l_1_2 ______ ~~~~----~~----~
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Class Description
'.: •• SM Brown, Moist, Medium Dense, Silty Sand
1 ~//~~~~~(~TO=P_S~Ol~'l~)~~~ ____ ~~~ __ _
- / / CL Gray-brown, HOlst, ::>tltt, ::>andy Clay
2
3
(Weathered Rock) .... ~
SM ~-------------------------------------Yellow-brown and Gray-brown"l:1oist, Dense
to Very Dense, Silty Sand (Granitic and
Hetavolcanic Rock) ~'-------------------------------Trench Ended at 3 Feet
~------------------------------------~----------------~----------------~
I~----------~--~~--~
I~-----------------~~~--~----~~
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1
2
3
4
TRENCH NO. TT-50
Cl ass DescriPtion
'. , -SM Gray-brown, Hoist, Dense to Verv J Dense,
Silty Sand (Decomposed Granite) I :: . ,
-
,
, , , ,
' , . .. ' .
Trench Ended at 4 Feet
SOUTHERN CALIFORNIA
SOIL & TESTING J INC.
••• 0 RIV.RaAL •• TR •• T
.AN al.ma. CALI .. aRNIA •• 1.0
Calaveras Hills
Carlsbad, California
DATE CRB 12-21-$2
14112 Plate 1'10. 52
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Class
: ~ : I(; S1'1/ I/..~.
TRENCH NO. TV-51
Description
Red-brown, Hoist, Hedium Dense, Clayey
Silty Sand (Topsoil) :I~,' q' ~SC .\ O •• , '" 1 I!':~: ~ SH ~~D~a-r~k~G~r-a-y-,'--:r~fo-~':"'· s-t-, ...,D~e-n-se--t-o~v-e-r-y~D-e-n-s-e-,I~. o· 0 : Sandy Gravel (Granitic Rock)
2
Refusal at 1.5 Feet
I~----------------~--------------~
SDUTHERN CALIFORNIA
SDIL & TESTING. INC.
••• a RlV.RaAL •• TR •• T
BAN el.oe, CALI~eRNIA •• 1.a
Calaveras Hills
Carlsbad, California I~
1 r--------------------------------------r.BY~----------------~OA~r=E--------------~ CRB 12-21-82
14112 Plate ~u. 53 I~----------------~------~------~ JOB NO.
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2
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9
10
TRENCH NO. TX-52
Descri
SH/ Brown & Red-brown, Hoist, Hedium Dense,
SL Clayey Silty Sand (Topsoil)
Yellow-brown, Red-brown, Gray-brown,
Hoist, Medium Dense, Clayey Silty Sand,
Porous (Older Alluvium)
Sandy Clay/Clayey Sand
Trench Ended at 10 Fee·t
Y M
113.2 8.0
10"; .8 15.5
I~----------~----------~
SOUTHERN CALIFORNIA
SOIL " TESTING J INC.
••• 0 RIV.ROAL •• TR •• T
.AN OI.ClO, CALI"ORNIA •• 1.0
Calaveras Hills
Carlsbad, California I~
1r---------------------------------------+=BV~----------------~~~r~E--------------~
CRB 12-21-82
JOB NO. 1I~ ________________________________________ ~ ________ 14_1_l_2 ________ ~~p~1~a~t~e_.~r~o_._5_4_· ________ ~
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1
2
3
Class
:v.;i:' SH/ -~ V. . . SC
/. : . (
TRENCH No. 7Zl-53
Description
Red-brown, Moist, Hedium Dense, Clayey
Silty Sand (Topsoil)
... :." -~------------------------------------. . SH Yellow and Gray-brown, Hoist, Dense to
Very Dense, Silty Sand (Dec:omposed Granite) I.: · . · · ..
~~--------------------~ Trench Ended at 3 Feet
SOUTHERN CALIFORNIA
SOIL Be TESTING J INC.
••• 0 RIV.RaAL •• TIII •• T
BAN al.ClO, CALI .. OIIINIA •• 1.0
C'alaveras Hills
Carlsbad, California I~
1 ~--------------------------------------~BY~----------------~~~r~E------------~~ CRB 12 ... 21-82
JOB NO. 14112 I Plate No. 55 '------~~-------. --.-..------
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MAXIMUM DENSITY & OPTIMUM MOISTURE
AS TMtD.155.7.:-:78 Method; .. .A. ...........
SAMPLE DESCRIPTION
TI-7 @ 8 '-9' Buff White, Silty Sand
TP-13 @ 2'-3' Yellow-brown, Silty Gravely Sand
TP-14 @ 2'-3' Green-brown, Sandy Sit1y Clay
TP-14 @ 4'-5' Yellow/Red-brown, Silty Sand
TP-20 @ 3'-4' Gray, Silty Sandy Gravel
TQ-23 @ 8'-9' Yellow-brown, Silty Sand ,-Sandy Si It
TRl-28 @ 4'-5' Buff White, Silty Sand
TRl-3l @ 5'-6' Buff White, Silty Sand
TS-38 @ 7'-8' Yellow-Gray-brown, Clayey Silty Sand
TT-47 @ 2'-3' Yellow-brown, Silty Sand
"
,
.
~ Calavera HiJ..ls SOUTHERN CALIFORNIA
SOIL & TESTING LAB, INC. Carlsbad, California ••• 0 RIVERDALE STRI!I!T
SAN OII!GO, CALIFORNIA 88180
-
BY DBA
JOB NO. . 14112'
~
CONTENT
Maximum Optimum
,Density Moistl4re
(oct) Cont.Co/o)
114.0 14.0
114.8 13.8
114.0 15.0
112.6 14.8
128.4 11. 7
120.0 13.3
126.8 9;9
117.8 l3.5 --
128.2 1:L.5
122~7 12.0
._.'
.-
-
DATE 1-11-83 ..
Plate No. 56
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DIRECT SHEAR TEST RESULTS
SAMPLE DESCRIPTION
TH at 9' r,REEN BROWN SANDY CLAY REMQLDED TO NATURAL
In at6' GREEN BROWN SANDY SILTS CLAY
TI-7 at 6' BUFF WHITE SILTY SAND
TI-7 at 8'-9' BUFF WHITE SILTY SAND~ REMOLDED TO 90%
TP-13 at 2'-3 GREEN BROWN SILTY GRAVELY SAND,REMOLDED TO 90%
TP-14 at 2'-3 GREEN BROWN SANDY SILTY CLAY~ REMOLDED TO 90%
TP-14 at 4'-5 YELLOW BROWN SILTY SAND/SANDY SILT REMOLDED 90%
TP-20 at 3'-4' GRAY SILTY SANDY GRAVEL~ REMOLDED TO 90%
TQ-23 at 8'-9' YELLOW BROWN SILTY SAND~ REMOLDED TO 90%
TRl-28 at4'-5' BUFF WHITE SILTY SAND, REMOLDED TO 90%
TRl-28 at 8' BUFF WHITE SILTY SAND
TRl-31 at5'-6' BUFF WHITE SILTY SAND~ REMOLDED TO 90%
TRl-31 at 7' BUFF WHITE SILTY SAND
TS-38 at 7'-8' YELLOW-GRAY-BROWN.CLAYEY SILTY"SAND REMOLDED 90
, TT-46 at 5' GRAY BROWN SILTY SAND
TT-47 at 2'-5' YELLOW BROWN SILTY SAND. REMOLDED TO 90%
~ SOUTHERN CALIFORNIA
SOIL & TESTING LAB. INC. CALAVERA HILLS,
., •• 0 RIVERDALE STREET
SAN 018130, CALIFORNIA •• 1110 .
BY DBA
JOB NO. " 14112·
ANGLE OF COHESION
INTERNAL INTERCEPT
FRICTION (0), (psf)
9 _ 750
25 300 ' -
33 200
31 300
40 150
0 500
11 450
38 200
43 300
33 200
34 300
,," 29 200
44 150
.37. 250
39 ,.200
42 200
'.
CARLSBAD, CALIFORNIA
D~TE 12-16-82
Plate No. 57
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EXPANS JON TEST RESULTS
SAMPLE TI-5 @ 6' TP-14 @ 2'-5' TP:'14 @ 4'-5' TP-16 (a 3' TR1-?h ((J ~,
CONDITION Remolded and Remolded and Remolded and
Ai r Dried Ai r Dried Air Dried Ai r Dri ~rI Air Dried
INITIAL M.C. (°/0) 11. 3 16.1 14.8 22.8 8.2
INITIAL DENS ITY(PCFl 116.8 101 .3 101 .8 00.6 100.5
FINAL M.C, ("'/0) 23.5 30.5 26.0 30.3 10.4
NORMAL STRESS (PSF. 150 150 150 150 150
EXPANS lON (0/.) 14.3 1!j.0 8.3 11;, 0 2.6
... ~": ._-~ --
SAMPLE
TRl-27 @ 6' TRl-30 @ 2' TRl-30 @ 6' _ S-38 @ 7'-8' TS-40 @ 2'
CONDITION Remo 1 de,d and
Air Dried Ai r Dried Ai r Ori ed Air Dried Ai r Dried
INITIAL M.C. (°/0) 2l.5 14.5 10.7 15.3 14.8
INITIAL DENS ITY(PCFl 108.3 102.4 106.7 116.3, 109.4
FINAL M.C, ("'/0) 19.7 27.6 22.8 15.8 24.6
NORMAL STRESS (PSF 150 150 150 150 150
EXPANS lON (°/.) 5.3 10.5 10.4 3.6 12.7
~ SOUTHERN CALIFORNIA CALAVERA HILLS, CARLSBAD, CALIFORNIA
~F SOIL & TESTING,INC. BY: DBA DATE: 1-11-83
14112 Plate NO. 58 JOB NUMBER:
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GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
SAMPLE TI-7@8'-9' TK-IO@ 2' TP-14@2-3' TP-14@4 '-5 TP-15@3.5 ' TP-18@ 6'
6"
4"
3"
2"
(f)
~" 1 2
,.., w %" I-> 100 ::t: W
CJ en
jjj c %" 100 85.1 ;: a::
>-C§
CD z #4 100 100 99.2 71.3 100 a:: ~ w (f) z en #8 u:: 100 98.9 99.1 95.2 48.9 98.9
~ :::i
..., #16 99.9 86.6 97.0 82.4 27.8 86.9 z 0 • ~ #30 99.5 69.3 87.2 68.6 14.9 69.7 c
<I( #50 a:: 97.9 58.2 86.7 59.2 8.7 59.2 CJ
#100 33.1 51.5 73.6 51.0 5.8 47.6
#200 20.7 43.9 69.2 46.0 3.9 41.6
>-.05mm a:: 63.0 t-W :E .o05mm 0 50.0 a:: c ) >-.001mm 36.0 ::t:
LlaUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
UNIFIED
CLASSIFICATION SM SM CL SM SW SM
~ SOUTHERN CALIFORNIA
SOIL & TESTING LAB. INC. BY DBA DATE 1-11-83
••• 0 RIV.RDAL. BTR •• T
BAN DI.caD. CALI .. DRNIA 11111110 JOB NO. 14111 Pll'1 t'P. No, ,q
.11-.
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GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
TP-20 TQ-23 TRl-26 TRl-28 . TRl-31 TR1-32 ,
SAMPLE ,
la J' 4' I@ 8 '-g' I (cl ')' -f.' (cl 4' ·S' ~ 5'-h' Ira 7' _~,
i
I 6"
4"
3" 100
2" 93.5 \
~" 1 2 89.3
(/)
'"' w %" I-> 81.6 J: w
(!) Ci5
ijj 0 %" 73.6 100 100 ~ a:
>-C3 CD z #4 62.2 99.9 100 99.4 100 a: ~ w (/) z en #8 49.3 79.1 99.9 83.6 100 98.5. u:
~ ::::j
...., #16 34.1 51.9 99.8 69.5 99.5 95-.6 z 0 #30 92.9 ~ 22.8 35.5 99.4 48.0 48.1
0 < #50 18.8 26.5 42.7 30.0 80.5 89.3 a: (!)
#100 12.1 20.4 48.6 17 .6 36.2 61.9
..
#200 9.8 16.8 31.3 11.0 17.9 33.5
>-.05mm a:
t-W
:E .OO5mm 0 a: 0 >-.001mm J:
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
UNIFIED SM/SW SM SM/SC SM SM SM CLASSIFICATION
.~ SDUTHERN CALIFORNIA
SOIL & TESTING LAB. INC. BY DBA DATE 1-11-83 e88a RlvaRDAL. eTRaaT
eAN aiaClO, CALIFORNIA 88180 JOB NO. 14112 Plate No. 6:0
1111
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GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
TR1-33 TR1-35 TS-37 TS-38 TT-43 TT-45 SAMPLE @ 7'-8' @ 1'-2' @ 10' @ 7' -8 '. I@ 1 '.,.2' I (a 2'
6"
4"
3"
2"
){" 1 2
C/) ..... w 3 " to-> % J: W
C) Ci5
iii 0 %" 100 100 100 ~ a:
~ (3 z #4 100 99.7 97.3 100 100 99.9 a: ~ w en z #8 99.8 91.0 78.6 93.7 98.0 99.0 u::: en
~ :::i
-.J #16 99.2 79.4 54.9 77 .2 89.6 89.2 z 0 ~ #30 98.0 64.4 39.3 58.9 71.6 69.4
0 < #SO 43.3 53.9 29.4 47.9 62.0 54.2 a: C)
#100 31.0 45.2 21.9 36.2 38.8 35.6
#200 17.3 39.9 16.4 30.1 32.0 25.8
>-.0Smm 14.0 a:
I-w ~ .OOSmm 7.0 0 . a: 0 , >-.OO1mm 4.0 J:
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
UNIFIED 8M 8C 8M .8M/8G 8M 8M CLASSIFICATION
~ SOUTHERN CALIFORNIA
SOIL & TESTING LAB, INC. BY DBA DATE 1-11-83 e •• a AIV.ADA&.. eTA •• T
eAN DI.aD, CA&.IFDANIA 1111'1110 JOB NO. 14112 Plate No. 6J. .-
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GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS
TT-47 SAMPLE @ 2' 3'
6"
4"
3"
2" I
i" , 1 2
I en ...... w 3 " I-> % w J: CiS (!J
iii 0 %" 100 ~ a:
?o C§
#4 99.4 z
a: ~ w en z en #8 68.7 u: ~.
~ :j
'>oJ #16 36.0
z a #30 21.1 ~ 0 < #50 15.2 a: (!J
:#100 9.5
=#200 6.6
>-.05mm a:
to-w
::::E .005mm a a: 0 >-.001mm J:
>'.
-..
LIQUID LIMIT
PLASTIC LIMIT . ~
PLASTICITY INDEX
I I I I I UNIFIED I SM/SW I I CLASSIFICATION
~ SOUTHERN CALIFORNIA
SOIL " TESTING LAB, INC. BY DBA DATE 1-11-8.3 ••• a RiveRDALe .TReeT
IIAN DlecaD, CALIFORNIA 881.a
JOB NO. 14112 Plate No. 62 .
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1
SINGLE POINT CONSOLIDATION TEST RESULTS
SM1PLE NO . TX-s2
-INITIAL MOISTURE, -" ,0 7.9
-INITIAL DENSITY, PCF 107.8
_ % CONSOLIDATION BEFORE WATER ADDED 2.8
-% CONSOLIDATION AFTER WATER ADDED 3.2
-FINAL MOISTURE, ~ 15.5
-AXIAL LOAD, KSF 5.16
~ SOUTHERN CALIFORNIA Calavera Hills
BOIL & TESTING J INC. Carlsbad, California ••• CI .. "V.RClAL •• TR •• T
.AN ClI.IIO, CALIFORNIA •• 1.CI
BY DATE 1-11-83 DBA
JOB NO.
14112 Plate No 113
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GE.CPH
-.
-
-...: "--,
% .... 0 0.. l&J a -
-
-
0
RIPPABILITY INDEX
NO RIPPING SOFT MEDIUM .. . . .."" .. . .". ". ". .:. .. . .. " "." "
• • • • e· ••• " . . . .... " .
o 1000 2000
SE2-.L SE2-2 SK-3 SK-4
a Ie a I b a 10 ail , , , . , I:: " . ' I. " ~ :: I'" -'1 .. ", .. I"· " 'r-rr·· , .. ~' I :, ',' ~ I . ',,,.-. ~ I ' . /~ ...
I . , 1<
' . ' V V .' ,',-I v'/ : '. ,:.-I1V
I~ ViI V ;'II~ V~ I If V II 1I Y /I V I V~ Iy ~~" Vi) 1I V VII "
I V~II I IV , I , I
I I 1 , , I I I I I I 1 I I I I I I J I
VELOCITY, FT.I SEC.
RESULTS
TRAVERSE NO.
SK-5 SP-6 SQ-7 SQ-8 SR-9 a Ib a Ib a Ib a I a I b ... " " . ,'·1···· ... ' .' . \ I' : .. ,' . . :.1 I: .-.' . .' -.' . '. ·r-n·: .:. '. "r" :·~:t··· .. .. .', ;:. r 1 ~U , 'rii I I I , ~ I 1 I I I , ,
~ vv~ I I
I V~v l ~ II II ~~v V~LllI 'v ~ II v~ V V~v 1I ~ II /" V )tv LllIy" II V II
I /~ V ~J I ~ / LV II 1/ L I , I I I
I , I I I I , ,-I I I I I I I I
.' ,
SW-IO SW'-ll SW-12 SW-13
a Ib a Ib a Ib a Ib
·· .. 1·: .. '.' j: : • ': I· . I • .-. . .. ,.' ... ' '.
I .. 'J' ",r .. • . #. . . I I V ~'~ /I IK J I I , vAv I ~~ .
I -vr'v l I
V ~~ II VI r v. vJ V v~ V J .7'/1 ~~ V /I , ,v Vi' VI/II'
/I 1I J ~v V 1I )-
I~ I I I vVv
I vvv 1/ IL
I I I I I I
1 I I I I I I ,
I
NOTE: THE A90VE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING
DENSITY IN DIFFERENT LOCATIONS OVER THE' STUDY ARE:A. SEISMIC TRAVERSE
NUMBERS ~FER TO LOCATIONS Pl.OTED ON ATTACHED PlANS.
TIoE -R/FPABILITY INDEX' IS A MODIFICATION OF CHARTS BY THE CATERPILLAR
CO. AND ARTICLE IN "ROADS AND STREETS: ~PT.) 1967.
SOUTHERN CALIFORNIA
SOIL & TESTING LAB, INC.
eaea RIVERDALE STREET
SAN DIEGO, CALIFORNIA aa,aa
SEISMIC RESULTS
Calaveras Hills
Carlsbad, California
IY DBA
.lOa NO. 14112
DATE 1-1
Platp "TO fil.·._
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NO RIPPING .. . . .... . . . .. . . . . ... . .. .. . ... ... . .. . .' ... . . . . .. '. . .
RIPPABILITY INDEX
o 1000 2000 '3000 4000
VELOCITY, FT./ SE.C.
RESULTS
TRAVERSE NO,
I GECPH
..sH., :.lil ISX-l 'i IS21 if IS22 -I ail a I b a I~ a i~ a Ib a Ib a J~ ~ib a I b a Ib a Ib a Ib a Ie .' ' .. , : .. r : .-'" I i I I
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. , I I I . I'·· -: '.'1 ' .... , 1 I / I , I ••• t· :,',:..: .~~-. , l I ... / .' H I I I I I -I •• • ~ ~~ 1 I h-" · , I I I ' . I .
>',1 I 1 I I I 1.-' ~ '. I I I I I -I " 'I V~ I I 1 I I {)7 · . I , I I .... I ~j I I I I I -~7 vHv~ · , ' 1 I 1 I , I
~ i-r-1 I I I v~~~ ~ ~~ ~ I 1
I I I I I I -~ II lilt V 1 I 1 1 1 I ~ 1 , · l/~IJ v ~~~ I I I I-I ~ II , I I I -~ I , I I . I lUll ~ bV
J I UL , 1 I I , /;,vv I I I I I I I II I I I I ,
1
1 I I I I
,
· I I ,
I I I I I 1 1 I I I 1 I 1 I -I I 1 1 I 1 I · I 1 I 1 I I I I I I I I I I I I I I I 1 I
NOTE: THE ASOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING
-.
+
DENSITY IN DIFFERENT LOCATIONS OVER THE' STUC1f AREA. SEISMIC TRAVERSE
NUMBERS ~FER TO LOCATIONS PJ.OTED ON ATTACHED PLANS.
Tt£ tRIPPABILITY INDEX' IS A MODIFICATION OF CHARTS BY THE CATERPILLAR
CO. AND ARTICLE IN ·ROADS AND STREETS: SEPT.) 1967.
SOUTHERN CALIFORNIA
SOIL & TESTING LAB. INC.
B"lIa RIVERDALE BTRI!I!T
BAN all!GD, CALIFDRNIA ""'1 .. a
Calaveras Hills
Carlsbad, California
Plate No. 6,5
IV DBA DATE -11-83 SEISMIC RESULTS
JOII NO. 14112
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" .. \ .... . .
ORIGItlAl GROUND , /
.: ....... \: ... . . ..... . • • • • • .I . '. \ .. '
'''' ..
~ .. ' '~./(.
/ .. "" . f
, .'
,.
. ,
/ .' . . \" . ... . . . .
. , . ,
. . . ., .' "
cm'lPACTED FILL" . /.
ADS
. .\ . -, .,
\': . . " . , " . '.<\ .,
/ . 'J
, . ". / " .... ,/'
" -/ . ". I ' .. ' , ' .. . :'" "' .... : . . . / . .. , . -.... '" " '/ . . " ....... .. '. .' ". "-.... -:.../.
'f -=:?=::::;::::~=i=5=:;::::::=:::-:"\
'.' '. '6" mN' . . ,
24" MIN
13"
MIN
--1 4" r,lIN
4" DIAMETER PERFORATED PIPE -MINIMUM 1% SLOPE
PIPE
MATERIAL
(CORRUGATED POLETHYLENE
TRANSITE UNDERDRAIN
PVC OR ABS: SDR 35
SDR 21
DEPTH OF FILL
OVER SUB DRAIN
8
20
35
100
"
MINUS 1" C,RUSHED ROCK
CO~'~PLETEL Y SURROlJNDED
BY ,FItTER FABRIC, OR
CLASS I I PERr,1EABLE
r'~ATERIAL
I~-------------'----~~-----J I ~ SOUTHERN CALIFORNIA
SCHEMATIC ONLY
NOT TO SCALE
Calavera Hills ~ SOIL & TESTING. INC •
••• a "IV."ClAL. .TA •• T
.AN al.ClCI, CALI .. ClANIA •• .,.a 1~--~------------------------------iABYV----------------ro~~r~Er-~1_~1:1~_8:3~,------1
TYPICAL CANYON SUBDRAIN JOB NO.
Carlsbad, California
1L-______________________________________ !-______ ~1~4~1~1~2------~p~1~a~~~e~N~To~.~6~6 ______ ~
-
c.. 0
CD
Z 9
§I
~I rt (D
Z 0
0\
-..J
--
CD -<
~ 0 ~ m"
~
CD
: (DO
Z. 0 C
D. --I __ r ...
• 0 ...
8J1 Rom
-( -I D ~; m 2
!: 0 m "J>-tn or-_ "'-JIM ., ~ ZII"r i .. liJ -JI .. 11
1111 0 III II -~":2 D ~ n:2 . j;
C":l C":l III III Ii I-'
I-' ~ CIl C" (D
III Ii p. III .. ' ::r: C":l .....
III I-' I-' I-' ..... CIl t-n 0 Ii ::I .....
III
--
SECTION
PLAN VIEW
I ,
15
-------,-----ZoNE B
WINDROWS DETAIL
. .
,
Clean (SE> 30)
Granular Soil
Flooded to Fill
VoidS A roun d
and Beneath
Rocks Excavate
or Trench tor
Windrows
-DY:ERSlZ£-ROCK-DISeQSAL, ,-
(Structural Soil-Rock Fill)
5' min ·ZONE A
1~q,1~¥ 7-.. /~1 .
...
~
0
ZONE C . o o . h~ZON~O/ 1 . . :.~ -., _' . ·.Dj .
0 D'
0-o Q •
min.
~
t:>'
lONE A:
ZONE B:
,ZONE C:
ZONE 0:
s
LEGEND
Compdcted soi IfIll. No rock fr.lgment.s over 6 inches in greates,t
dimension.
Rocks 2 to 4 feet in maximum dimension placed in windrows in
compacted soil fi 11 conforming to ZONE A.
Rocks 6 inches to 2 feet in maximum djmensi~n uniformly distribu-
ted and well spaced in compacted soil fill conforming to ZONE A.
Required for all existing slopes 6:1 and steeper, 90% 'minimum'
r.ompdctiQn. ZONE A, B, or C material may be used for ZONE O.
0
--
P/L
---~'-'-1
<:>
0
------
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SLOPE STABILITY CALCULATIONS
Janbu's Simplified Slope Stability Method
FS: Ncf(C)
WH
c(psf) W(pcf) Inclination Height (ft) FS
Metavolcanic &
Granitic Rock *
Cut & Fill Slopes
Santiago Formation
Fill Slopes
Santiago Formation
Cut Slopes
Sands
Claystone
35 200
27 175
38 200
7.5 780
*Average shear strength values
125
120
125 :
133
2:1
2:1
4:1
2:1
Job 1114112
65
30
100
35
1.7
1.5
1.8
1.5
Plate No. 68
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RIPPABILITY INDEX
NO RIPPING SOFT MEDIUM HARD BLASTING . · ... · ~ ~y Vv v/ VI" IIII' Vv · . .. .. · . V VI" / . . . · . . .. vV VI" VII' /v .. . . · . .. . V V,; VII" Vv · . · ~ VII VII V . . . . . . . . V V II,; · . . .... . . V V V
0 10bo . 2000 ')000 4000 501,0 6600 7000 8000
VELOCITY, FT./SEC.
Vv Vv /11.1 Vv Vv vVLI Vv vl/ VII
9000 1 0000
I RESULTS
I TRAVERSE NO.
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, I I· X J I ...
Q.
UJ I I a
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NOTE: THE ABOVE RESULTS ATTEMPT TO SHOW DEPTHS TO HORIZONS OF VARYING
DENSITY 'N DIFFERENT lOCATIONS OVER THE STUCTf AREA. SEISMIC TRAVERSE
NUMBERS REFER TO LOCATIONS PWTED ON ATTACHED PLANS.
Tf£ 'RIFPABILITY INDEX"S A MODIFICATION OF CHARTS BY THE. CATERPILLAR
CO. AND ARTICLE IN "ROADS AND STREETS; SEPT.) 1967.
SOUTHERN CALIFORNIA TEmNG
i.A8ORATORY, INC.
1210 RIYEJtDALE ITItEET
1M DIIGIO. CALIFORNIA 12120 71 ....... 134
SEISMIC RESULTS
Calaveras Hills
Carlsbad, Californ'ia
IV DBA DATE 4-14-.73
JOII NO. 14112 Plate No. 69
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APPENDIX A
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
. . I .-'.~ . .. . '
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TR~VERSE NO. I· . 1, 2
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i 5, 6
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i 9,. 10
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TABLE D-1
SUMMARY OF SEISMIC TRAVERSES
DEPTH
0-5 '±
5-25 ,.±
25'+
0-25'±
25'+
0-20'±
20'+
0-15 t·±
'15 ,+
0-5'±
5'+
VELOCITY
6,000 fps
8·, 000 fps
16,000 £ps-
6,000 fps -10,000 fps
1, 750 .fp~
6,000 ips·
2,500 fps
8,000 ips
8,000 fps
10,000 fps
F~GURE D-1
..
Earth Research & Associates
April 29, 198"1·
D.
.
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r-------------------------------------------------.
BORING NUMBER 1
o ~LASS DESCRIPTION 'I ',,' "SM Dark Gray-Brown,' Moist, Medium
Dense SILTY SAND
.~', '/ ,SC Light Gray-Brown, Hoist, Dense,
I ~ CLAYEY SAND ~,V,I\ __ +-________________________ __
,~,~ --v. ,V, SM/ V,~ sc
5 ~ 'v' \-, ~ ~
I" SM
, ' ' -" ,
10-
-' " --, ,
White, Pale.:: Yellow, ~1oist,
Dense, CLAYEY SILTY SAND
White, Moist, Very Dense,
SILTY SAND
-'':''~'~I-~----------_
Pale Olive/~fuite
-,
,,",:I-I-'~~-------___ _
I', , Pale Yellow'
-, ,
20-' '
-~1o·~I-I_--.. -----_~----' -" '
25-, ' , -,
'II " •
... -, ,
, ,
Light Gray
30~~~~---------------------------
FOR LEGEND SEE PLATE NO. 5
E M
10 120.6 10.~
53 122.4 10.0
58 114.8 12.0
50 12.8
& 13
:~ SOUTHERN CALIFORNIA
TESTING LABORATORY, INC.
8280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
Calaveras Country Devp.lopment
Eii"Caml.no'Rea1
Carisbad, California
I'-________ B_O_R_I_N_G_L_O_G ______ .LJ_~,~, NO.
BY DH DATE 4/14/73
312107 PLATE NO. r
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BORING NUMBER 2
o CLASS DESCRIPTION
-~ CL/ Dark Brown, Moist, Stiff, ~ CH SANDY CLAY
E Y
I
, .' SM Light Olive-Gray, Wet, Medium · ,
: ' Dense, SILTY SAND 24 109.8
' , -, ,
5 \--~ _ .. ------------
Whit~
MH
CH (Interbedded Silty & CLay Lens} t " SM Yellow-Brown/White, Moist, Very 60 124.4 , Dense, SILTY SAND -.. · )-:10 ' ,
--~~ -,I'-10-------------, Light Gray , ,
~I · , . ,
, ,
!-f--10:---...... _---"-----15 65 127.1
· -: White · -· . : · -. · ' · · -"
" I ... • 20 , .
-· · . , , -Clay Lens
-' , .
,
' . -· · Silt Lens --~-----..... ---· .. 25 -· · Pale Yellow · -: · · . . -
' . -· · 30 -· ' .
FOR LEGEND SEE PLATE NO. 5 & 13
SOUTHERN CALIFORNIA
TESTING LABORATORY, INC.
8280 RIVERDALE STREET
SAN DIEGO, CALIFORNIA 92120
BORING LOG BY
caiaveras '-C'ouritry 'Development
El Camino Real
Carlsbad, California
DH
312107 PLATE
M
16.1
7.7
9.0
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BORING NUMBER 2 (Cont.)
301~C~.LA~.S~S __ ~ __ ~DE~:S~C~R~~T.P'.'T'T~·O~N ______________ __
-' #
-
-... '.
,I . 35 .. '. -.' ..
SM Pale Yellow, Moist, Very Dense,
SILTY SAND
. -401~~~~--------------------------
LEGEND: II: Sample Location
E. Y
8],. 99.8
E: Samples Penetration Resistance (ft. Kips/Ft.)
Y: Natural Dry Density. (pcf)
M: Natural Moisture Content (% of Y)
:~ SOUTHERN CALIFORNIA
TESTING LABORATORY, INC.
8280 RIVERDALE STREET
SAN DIEGO. CALIFORNIA 92120
Calaveras Country Development
Ei·· caiJino"-Reai'
Carlsbad, California
M
7.4
BORING LOG BY DH DATE 4/14/73
I~---------------JOB NO. 312107 PLATE NO. 5-
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APPENDIX B
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
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SCS&T 14112 January 6, 1983 Appendix B, Page 1
CALAVERA HILLS SUBDIVISION RECOMMENDED GRADING SPECIFICATIONS -GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures for cle'ar-
in9, compacting natural ground, preparing areas to be filled, and placing
and compacting fill soil s to the 1 i nes and grades shown on the accepted
plans. The recommendations contained in the preliminary soil investiga-
tion report and/or the attached Special Provisions are a part of the
Recorrrnended Grading Specifications and shall supersede the· provisions
conta i ned herei nafter in the case of conf1 i ct. These specifi cati ons sha 11
only be used in conjunction with the soil report for which they are a
part. No deviation from these specifications will be allowed, except
where specified in the soil report or in other written communication
signed by the Soil Engineer.
OBSERVATION AND TESTING
Southern California Soil & Testing, Inc. shall be retained as the Soil
Engineer to observe and test the earthwork in accordance with these speci-
fi cat ions. It wi 11 be necessary that the Soil Engi neer or hi s representa-
tive provide adequate observation so that he may provide an opinion that
the work was or was not accomplished as specified. It shall be the re-
sponsibility of the contractor to assist the soil engineer and to keep him
apprised 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 soil report are
encountered du ri ng the gradi ng ope rat ions, the Soil Engi neer sha 11 be
contacted for further recommendations.
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SCS&T 14112 January 6, 1983 Appendix B, Page 2
If, in the opinion of the Soil Engineer, substandard conditions are en-
countered, such as; questionable or unsuitable soil, unacceptable moisture
content, inadequate compaction, adverse weather, etc., he will be empower-
ed to either stop constructi on unti 1 the conditi ons are remedied or cor-
rected or recollTllend rejection of thi s work.
Test methods used to determine the degree of compaction should be per-
formed in accordance with the following American Society for Testing and
Materials test methods:
Maximum Density & Optimum Moisture Content -A.S.T.M. 0-1557-78.
Density of Soil In-Place -A.S.T.M. 0-1556-64 or A.S.T.M. 0-2922.
All densities shall be expressed in terms of Relative Compaction as deter-
mined by the foregoing A.S.T.M. testing procedures.
PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris derived from clearing operations shall be
removed, and legally disposed of. All areas disturbed by site grading
should be left in a neat and finished apperance, free from unsightly
debri s.
Any abandoned buried structures encountered during grading operations must
be totally removed. All underground utilities to be abandoned beneath any
proposed structure should be removed from within 10 feet of, the structure
and properly capped off. The resulting depressions from the above des-
cribed procedures should be backfilled with acceptable soil th'at is com-
pacted to the requirements of the Soil Engineer. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines or leach lines,
SOU THE R N CAL I FOR N I A 5 0 I LAN 0 T EST I N G. I N· C,
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SCS&T 14112 January 6, 1983 Appendix B, Page 3
storm drains and water lines. Any buried structures or utiliti'es not to
be abandoned shou 1 d be investigated by the Soil Engi neer to determi ne if
any special recommendation will be necessary.
All water wells which will be abandoned should be backfilled and capped in
accordance to the requi rements set forth in the Geotechni c:a 1 Report. The
top of the cap should be at least 4 feet below finish grade or 3 feet
below the bottom of footing whichever is greater. The type of cap will
depend on the di ameter of the well and shou 1 d be determi.ned by t.he Soil
Engineer and/or a qualified Structural Engineer.
When the slope of the natural ground recelvlng fill exceeds 20% (5 hori-
zontal units to 1 vertical unit), the original ground shall be stepped or
benched. Benches sha 11 be cut to a fi rm competent soil conditi on. The
lower bench shall be at least 10 feet wide or 1 1/2 ti~es the equipmeht
width which ever is greater and shall be sloped back into the hillside at
a gradient of not less than two (2) percent. All other benches should be
at least 6 feet wide. The horizontal portion of each bench shall be
compacted prior to receiving fill as specified hereinbefore for compacted
natural ground. Ground slopes flatter than 20% shall be benched when
considered necessary by the Soil Engineer.
After clearing or benching, the natural ground in areas to be filled shall
be scarified to a depth of 6 inches, brought to the proper moisture con-
tent, compacted and tested for the mi ni mum degree of compacti on i·n the
Special Provisions or the recommendation contained in the preliminary soil
investigation report. All loose soils in excess of 6 inches thick should
be removed to fi rm natu ra 1 ground whi ch is defi ned as natu ra 1 ·soil whi ch
possesses an in-situ density of at least 85% of its maximum dry density.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Appendix a, Page 4
FILL MATERIAL
Materials placed in the fill shall be approved by the soil engineer and
shall be free of vegetable matter and other deleterious substances. Gran-
ular soil shall contain sufficient fine material to fill the voids. The
definition and disposition of oversized rocks; expansive and/or detrimen-
tal soils are covered in the" soils report or Special Provisions. Expan ..
sive soils, soils of poor gradation, or soils with low strength character-
istics may be thoroughly mixed with other soils to provide satisfactory
fill material, but only with the explicit consent of the soil engineer.
Any import material shall be approved by the Soil Engineer before being
brought to the site.
PLACING AND COMPACTION OF FILL
Approved fill material shall be placed in areas prepared to receive fill
in layers not to exceed 6 inches in compacted thickness. Each layer shall
have a uniform moisture content in the range that will allow the compac-
tion effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to the minimum speci-
fied degree of compaction with equipment of adequate size to economically
compact the layer. Compaction equipment should either be specifically
designed for soil compaction or of proven reliability. The minimum degree
of compaction to be achieved is specified in either the Special Provisions
or the recommendations contained in the preliminary soil investigatfon
report.
When the structural fill material includes rocks, ~o rocks will be allowed
to nest and all voids must be carefully filled with soil such that the
minimum degree of compaction recommended in the Special Provisions is
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Appe~dix B, Page 5
achieved. The maximum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed' in the soil report, when
applicable.
Field observation and compaction tests to estimate the degree of comp~c
tion of the fill will be taken by the Soil Engineer or his repre·sentative.
The location and frequency of the tests shall be at the· Soil Engineer's
discretion. When the compaction test indicates that a particular layer is
less than the required degree of compaction, the layer shall be reworked
to the satisfaction of the Soil Engineer and until the desired relative
compaction has been obtained.
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction by sheepsfoot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at
ratios of two horizontal to one vertical or flatter, should be track..:.
rolled. Steeper fill slopes shall be over-built and cut-back to finish
contours. Slope compaction operations shall result in all fill material
six or more inches inward from the finished fate of the slope having a
relative compaction of at least .90% of maximum dry density or that speci-
fied in the Special Provisions section of this specification. The compac-
tion operation on the slopes shall be continued until the Soil Engineer is
satisfied that the slopes will be -stable in regards to surficial stabil-·
ity.
Slope tests wi 11 be made by the Soil sEngi neer duri ng constructi on of the
slopes to determine if the required compaction is bei-ng achieved. Where
failing tests occur or other field problems arise, the Contractor will be
notified that day of such conditions by written cOl11Tlunication from the
Soil Engineer in the form of a daily field report.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
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SCS&T 14112 January 6, 1983 Appendix B, Page 6
If the method of achieving the required slope compaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
rework or rebuild such slopes until the required degree of compaction is
obtained, at no additional cost to the Owner or Soils Engineer.
CUT SLOPES
The Engineering Geologist shall inspect all cut slopes exca'vated in rock
or lithified formational material during the grading operations at inter-
vals 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 encounte.red during grading, these
conditions shall be analyzed by the Engineering Geo.logist and Soil Engi-
neer to determine if mitigating measures are necessary.
Unless otherwise specified in the soil and geological report, no cut
slopes sha 11 be excavated hi gher or steeper than that a 11 owed by the
ordinances of the controlling governmental agency.
ENGINEERING OBSERVATION
Field observation by the Soil Engineer or his representative shall be made
durlng the filling and compacting operations so that he can express h-is
opi ni on regardi ng the conformance of the gradi ng with acceptabl e standards
of practice. The presence of the Soil Engineer or his representat'ive or
the observation and testing shall not release the Grading Contractor from
his duty to compact all fill material to the specified degree of compac-
tion.
SOU THE R N CAL I FOR N I A 5 0 I LAN 0 T E 5 TI N G. INC.
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SCS&T 14112 January 6, 1983 Appendix B, Page 7
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When work
is interrupted by heavy rain, filling operations shall not be resumed
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 work.
RECOMMENDED GRADING SPECIFICATIONS-SPECIAL PROVISIONS
The minil1lJm degree of compaction to be obtained in compacting natural
ground, in the compacted fill, and in the compacted backfjl1 shall beat
least 90 percent.
Detrimentally expansive soil is defined as soil which will swell more than
3 percent agai nst a pressu re of 150 pounds per square f.oot from a condi-
tion of 90 percent of maximum dry density and air dried moisture content
to saturation.
Oversized fill material is defined as rocks or lumps over 6 inches in
diameter. At least 40 percent of the fill soils shall pass through a No.
4 U.S. Standard Sieve.
Transition Lots: Where transitions between cut and ttll 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 recompacted as structural
back fi 11.
SOUTHERN CALIFORNIA SOIL ANa TESTING. INC.