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Staal, Gardner & Dunne, Inc.
GEOTECHi'JICAL/GEOLOGIC HAZARDS STUDY
RANCHO ATTILIO
SATICOY, VENTURA COUNTY CALIFORNIA
FOR
WI 11 ENBERG-LIVINGSTON, INC.
FEBRUARY 1987
February 1987 -i-
TABLE OF CONTENTS
INTRODUCTION PURPOSE PROPOSED PROJECT WORK PERFORMED
FINDINGS SITE CONDITIONS
Topography LAND USE AND EXISTING DEVELOPMENT CLIMATE AND DRAINAGE GEOLOGIC CONDITIONS
Regional Setting Site Geology
EARTH MATERIALS Artificial Fill (af) Alluvial Floodplain Deposits (Qfp) Alluvial Stream Channel Deposits (Qsc) Alluvial Fan Deposits (Qf)
FAULTS AND SEISMICITY GROUND WATER PRELIMINARY ENVIRONMENTAL ASSESSMENT
CONCLUSIONS AND RECOMMENDATIONS 1.0 GENERAL FEASIBILITY 2.0 GEOTECHNICAL CONSIDERATIONS
2.1 Artificial Fills 2.2 Organic Clay 2.3 Ground Water
3.0 SEISMIC DESIGN CONSIDERATIONS 3.1 Faulting 3.2 Liquefaction 3.3 Seismic Design Considerations
4.0 ENVIRONMENTAL ASSESSMENT 5.0 ADDITIONAL INVESTIGATION
5.1 Geotechnical 5.2 Environmental
6.0 CLOSURE REFERENCES CITED
FIGURES Figure 1 Figure 2
TABLES Table 1 Table 2 Table 3
Site Location Map Probabilistic Seismic Risk
Significant Faults Ground Water Encountered Chemical Analysis of Ground Water
and Soil S~mples
Ult
P_age
1 1 1 1 5 5 5 5 6 7 7 7 8 8 9 9 9 9
12 14 16 16 16. 16 17 18 18 18 19 19 19 21 21 21 21 23
2 20
12 13 15
February 1987
PLATES Plate 1 Plate 2
-ii-
TABLE OF CONTENTS
Plates 3.1 through 3.5
Geotechnical Map Geotechnical Sections Trench Log
REFERENCES CITED
PLATES
APPENDIX A
SUBSURFACE EXPLORATION
Log of Drill Hole Log of Test Pit
86134
Pag.e
AS
Plates A-1.1 through A-1.8 Plates A-1.9 through A-1.11 Plate A-2 Plates A-3.1 through A-3.10
Legend to Drill Hole Logs Log and Interpretation
Plate A-4 of CPT Sounding
Legend to CPT Interpretations
APPENDIX B
LABORATORY TESTING
MOISTURE AND DENSITY DETERMINATIONS ATTERBERG LIMIT TESTS TOTAL ORGANIC CARBON DETERMINATION
Bl Bl B2
February 1987 -iii-
TABLE OF CONTENTS
APPENDIX C
SEISMICITY ANALYSES
EQSEARCH Program Methodology Search Parameters Results of EQSEARCH Analysis
EQFAULT Program Methodology Program Input Parameters Results of EQFAULT Analysis
EQRISKCU Program Methodology Source Model Parameters Results of EQRISKCU Analysis
REFERENCES CITED
TABLE Table 1 EQRISKCU Source-Model Parameters
PLATES EQSEARCH Results
Ult
Page
Cl Cl Cl C3 C4 C4 C4 cs cs cs C6
ClO Cll
CB
Plates C-1.1 through C-1.18 Plates C-2.1 and C-2.2
Plates C-3.1 through C-3.5 Plates C-4.1 and C-4.2
Seismic Recurrence Curve and Horizontal Acceleration Probability
EQFAULT Results EQRISKCU Results
APPENDIX D
GEOMORPHOLOGY AND SOIL CHRONOLOGY
APPENDIX E
RESULTS OF SOIL AND WATER SAMPLE ANALYSIS
ENVIRONMENTAL ASSESSMENT
SGD INTRODUCTION
Presented in this report are the principal findings,
conclusions, and recommendations of a geotechnical feasibility/
geologic hazard~ study for the proposed development of Rancho
Attilio located in the Saticoy area of Ventura County, Califor
nia. The property is located between Telephone Road and the
north bank of the Santa Clara River, and between Saticoy Avenue
and Brown Barranca, as shown on Figure I - Site Location Map.
When developed, we understand that the property will be incorpor
ated into the City of Ventura.
PURPOSE The purpose of the study was to evaluate the geotechni
cal feasibility of developing the site including determining the
presence or absence of near-surface faulting (and other geohaz
ards), evaluating basic foundation and earthwork considerations,
and assessing the potential for environmental hazards (i.e.,
subsurface contamination due to the presence of underground
storage tanks, past pesticide use, and,bil-related development).
Modifications of the recommendations in this report may be
· appropriate upon the completion of a detailed geotechnical study
and/or as site development plans are further defined.
PROPOSED PROJECT No development plans were available for use at the time
of this study. It is assumed, for the purpose of this report,
that the development will include the phased construction of one
to two-story single family and/or multiple-family dwellings.
WORK PERFORMED The scope of this study was developed through discus
sions with Messrs. Eric Wittenberg and Ronald Livingston of
Wittenberg-Livingston, Inc. The scope of the geologic hazards
(fault investigation) portion of the study was set forth in a
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February 1987 -3- ~lilt
letter of proposal dated December 19, 1986, whereas the scope of
the geotechnical feasibility portion of the study was set forth
in a letter _of proposal dated January 8, 1987. A revised letter
of proposal ~ated January 16 was submitted outlin~ng a reduced
scope of work for the geotechnical feasibility study. "The scope
of the preliminary environmental assessment was set forth in a
letter dated February 3, 1987. As developed and modified, the
combined geotechnical feasibility/geologic hazards study with
preliminary environmental assessment included:
1) Compilation and review of available geotechnical data including geomorphic interpretation of aerial photographs of the project site.
2) Subsurface exploration by drilling eight hollowstem auger drill holes to depths ranging from 20 to 50 feet. Bulk and undisturbed samples were collected from the drill holes and standard penetration tests were performed at regular intervals. An engineering geologic log was prepared for each drill hole. In addition to the drill holes, nine cone penetration test (CPT) soundings were performed to depths ranging from 6.33 to 44.13 feet.
3) Excavation and geologic logging of 2,820 lineal feet of backhoe trench to a maximum depth of 18 feet. Upon completion of the geologic logging, the trench was backfilled and the backfill was consolidated by jetting with water and by wheelrolling with the backhoe. Care was taken to replace the topsoil in the trench area.
4) Laboratory testing of soil samples obtained during the exploration including moisture-density tests, Atterberg limits, and a total organic carbon determination test.
5) Age dating of strata encountered by soil chrono~ stratigraphic methods.
6) Preliminary environmental assessment consisting of compilation of verbal historic accounts of land use and the excavation of a total of six backhoe test pits ranging from 1.5 to 14 feet deep in potentially contaminated areas. One water sample
February 1987 -4- 86134
7)
8)
9)
and one soil sample were tested for total petroleum hydrocarbon and BTX ..
Analysis of data obtained, with special emphasis on the indication of any fault induced displacement .in the alluvial deposits, the potential. for future surface rupture as a result of fault movement, the potential for liquefaction, preliminary assessment of foundation conditions, removal requirements for existing agricultural fills, and the existence of subsurface contamination by hydrocarbons ..
Preparation of this report presenting findings, conclusions, and recommendations.
Preparation for and attendance at meetings with Wittenberg-Livingston and their design engineer.
The conclusions and recommendations contained in this
report are based on field observations and laboratory testing,
the results of which appear in a number of plates, figures,
tables, and appendices to this report.. Plate 1 - Geotechnical
Map, depicts the site topography, existing facilities, surface
geqlogic conditions, and location of exploratory drill holes, CPT
soundings, backhoe test pits, and trenches .. Plate 2 - Geotechni
cal Sections, depicts conditions which are believed to exist in
the subsurface. Plates 3.1 through 3 .. 5 - Trench Logs, present
the geologic logs of the trenches excavated. Supporting data are
included in the following appendices which complete this report.
Appendix A - Subsurface Exploration
Appendix B - Laboratory Testing
Appendix C - Seismicity Analyses
Appendix D - Geomorphology and Soil Chronology
Appendix E - Results of Soil and Water Sample Analysis, Environmental Assessment
February 1987
SITE. CONDITIONS
Topography.
-5- ~IR4 FINDINGS
The project site is divided into two
distinct geomorphic provinces; 1) the upper terrace which
represents the southeastward advancing toe of the much larger
Harmond alluvial fan, and 2) the lower terrace that represents a
slightly elevated floodplain of the Santa Clara River and Brown
Barranca. The riser slope between the two levels represents an
earlier cut-bank of the Santa Clara River and/or Brown Barranca.
The upper terrace is cut by several south-trending drainage
courses that are now partially filled or filled.
Elevations at the site range from a maximum of about
+186 feet above mean sea level (MSL) at the northwest corner of
the site to about +118 feet at the southwest corner of the site.
Slope gradients vary from less than one percent to about three
percent on the upper and lower terraces to as steep as 5 horizon~
tal to 1 vertical (5:1) and locally steeper on the intervening
s~ope.
LAND USE AND EXISTING DEVELOPMENT The project encompasses an area of approximately 125
acres, most of which is devoted to citrus and avocado cultiva-
tion. Approximately 14 of the 125 acres of the southernmost
property area is currently utilized as an agricultural nursery.
Two groups of residential dwellings exist on the
northern portion of the site, as shown on Plate 1. Six indiv
idual residential dwellings, a thrift shop, and a group of
commercial buildings occupy the Saticoy Avenue frontage just
south of Telephone Road. The commercial buildings are structures
that remain as part of an historic dairy that was located off of
Saticoy Avenue .• Several large hay barns also remain, as depicted
February 1987 -6- 86134
on Plate 1. The second group of dwellings include four residen
tial units present along Brown Barranca just south of Telephone
Road. The wedge shaped area between the wind row of eucalyptus
trees.and the barranca where the structures are located reported
ly was the site of a gasoline stripping plant operated by Pacific
Electric Company prior to 1940. A single concrete product
storage tank remains amongst the houses in this area.
In addition to the residential units, several farm
related structures are located in the north-central portion of
the site, south of a third group of two houses that have not been
included in the proposed property limits. Also located in this
area is a 550 gallon underground steel gasoline storage tank and
an above ground diesel storage tank. A single water well is
located in the northeastern corner of the prope ty.
Several utility easements traverse the site, including
Shell Oil Company and UNOCAL pipelines, and Southern Pacific
Railroad tracks. An area reportedly used to dump and burn
organic debris is located between the Santa Clara River and the
southern property boundary. This area currently is used as an
inorganic debris dump site for the County of Ventura. There are
.no indications that dumping extended onto the site, although no
subsurface exploration was conducted specifically to verify this.
CLIMATE AND DRAINAGE A Mediterranean climate characterized by long dry
summers and short wet winters is typical in the area. An average
annual rainfall of 15 inches occurs generally between the months
of November and March.
Drainage occurs as sheet flow in a south or southeast
and southwest direction across the northern and southern portions
of the site respectively and is generally collected in Brown
Barranca or the open storm drain along the east side of Saticoy
Avenue. A major portion of the runoff from the northern portion
of the site cuirently is collected just south of the barn yard
February 1987 -7- ,114
and flows east/west across one of the cut terraces of the slope
into the open drain along Saticoy Avenue.
GEOLOGIC COND~TIONS
Regional Setting. The site is in the western Ventura
basin that is located within the larger western Transverse Ranges
geologic/geomorphic province. Geol~gic units of the Ventura
basin include a thick sequence of marine and continental sedi
ments deposited during the Tertiary and Quaternary geologic time
periods. Major east-west trending folds and reverse faults
reflect regional north-south compression and are characteristic
of the basin.
Site Geology.
River's encroachment onto
Several episodes
the site and the
of the Santa Clara
advancement of the
Harmond Fan are evidenced by the earth material source type and
stratification as detailed on Plates 1 and 2. The near surface
alluvial fan deposits of the northern portion of the site overlay
alluvial stream channel deposits probably from the Santa Clara
River system of 40 to 50 thousand years ago. As indicated in
Appendix D - Geomorphology and Soil Chronology by T.K. Rockwell,
the alluvial fan deposits are age dated at greater than 30,000
years. These deposits, as depicted on Plate 1, Plate 2 (Geotech
nical Sections C and D), and the fault trench log near station 13
+ 50, appear to have been cut by the encroaching Santa Clara
River or the swing of Brown Barranca at a time of lower sea level
10 to 15 thousand years ago. This cut traverses the site in a
broad arc beginning at Tele,phone Road south, then west to Saticoy
Avenue just north of the railroad tracks. Interbedded alluvial
floodplain and stream channel deposits have partially backfilled
the cut leaving the remnant riser slope. Ground water emanating
out of the cut apparently supported a marsh environment during
that time as evidenced by the organically-rich overbank clays.
The lower terrace has experienced a more recent ,encroachment of
February 1987 -8- 86134
the Santa Clara River, depositing coarse-grained alluvial stream
channel ma~erial and fine-grained inorganic floodplain deposits.
Surface and subsurface geologic conditions on the site
were explored:through a combination of backhoe trench~ng, hollow
stem auger drill holes, and CPT soundings. Relatively long
backhoe trenches, as depicted on Plate 1 and Plates 3.1 through
3.5, varied from approximately 3 to 18 feet deep and allowed a
continuous exposure of the near surface alluvial deposits.
Individual test pits were also excavated with the backhoe to
evaluate subsurface contamination.
EARTH MATERIALS Artificial Fill (af). As indicated on Plate 1,
artificial fill is present on-site as road base, building
foundation materials, railroad track ballast, and as two rela
tively large agricultural drainage fills. Although most of the
remaining areas are unfilled, they have been disturbed by various
farm agricultural practices to a depth of about two feet.
The smaller of the two agricultural drainage channel
fills, located near the southcentral portion of the northern half
of the site, was reportedly filled in the mid- to late-1940's
with cuttings from adjacent high areas. As indicated on Plate 2
(Section D-D') and the log of Drill Hole 5, the fill consists of
at least 23 feet of brownish-black, medium stiff silty clay (CL/
CH) with variable amounts of organic debris. The second area of
fill, located just east of Saticoy Avenue and north of the
railroad tracks, consists of a combination of locally derived
materials and imported soil and inert debris end-dumped from
surrounding developments. The area was previously used as a
dairy so the fill may also contain substantial amounts of organic
debris. · The maximum depth of the fill in this area, based on a
review of available topographic maps before and after grading, is
estimated to be about 15 feet.
February 1987 -9- lilt
Alluvial Floodplain Deposits (Qfp). At least two
different ages of alluvial floodplain deposits are present on
site as indicated on Plate 2 (Geotechnical Sections C-C', D-D', and E-E'). The older materials were encountered between the
lower portion rif the riser slope and the railroad tracks and in
the northeastern portion of the site, deposited either by flood
stages of Brown Barranca or the Sa~ta Clara River. These
materials consist of greenish-gray to dark brown to black, soft
to medium stiff silty clay, and organic silt and clay. Lenses of
peat are also present. The silt and clay contained variable
amounts of sand and fine gravel that generally increase with
depth.
. The younger alluvial floodplain deposits were found on
the lower portion of the site overlying stream channel sand and
gravel deposits. The younger deposits consist of silt, sand, and
minor clay.
Alluvial Stream Channel Deposits (Qsc). Alluvial
stream channel deposits were encountered on the upper portion of
the site underlying alluvial fan deposits and on the lower
portion of the site underlying alluvial floodplain deposits. The
stream channel deposits consist of lenticular bodies of medium
dense to dense, fine to very coarse sand (SP/SW) and sand (SW)
and gravel (GW). Minor thin lenses of silt and clay are present
within the sand and gravel deposits.
Alluvial Fan Deposits {Qf). Alluvial fan d~posits are
found on the surface of the northwestern two-thirds of the site,
as depicted on Plate 1. These consist predominantly of moderate
to dark yellow-brown to orange-brown, medium stiff to stiff silt
and clay (CL/ML) with minor fine gravel and sand.
FAULTS AND SEISMICITY
The Oakridge fault, a south-dipping reverse fault,
forms the southern boundary of the deep Ventura trough from Santa
Barbara Channel east to the Santa Susana. Mountains, a distance of
~
February 1987 -10- 86134
over 65 miles. The inferred buried trace of the Oakridge fault
has previously been projected across the project .site by sev~ral
authors (Weber, et al., 1973; Turner and Mukae, 1975; and Yeats,
1981). Howev~r, the near-sqrface backhoe trenches excavated as a
part of this study indicate that the fault. does not displace
surficial materials on the property.
From the town of Saticoy· southwest to the coast and
into the Santa Barbara Channel, the Oakridge fault is buried by
up to 4,000 feet of warped and folded sediments (Yeats, et al.,
1981). East of Saticoy, the faulting projects to the surface. A
linear trend of surface seepage and springs, that mark the
location of a ground water barrier across the site, has histori
cally been attributed to the near-surface presence of the
Oakridge and/or Country Club faults. However, based on the
findings of this study, instead of being fault-related, we feel
that the barrier may be the result of the organic silt and clay
materials persisting at depth across the site, disrupting the
movement of ground water.
Historical earthquakes have occurred on the Oakridge
fault offshore (Lee and Vedder, 1973), but there is no historical
or instrumental seismicity associated with the fault onshore.
H~wever, pressure ridges and faults in the Santa Clara River
alluvial sediments are attributed to the Oakridge fault, and the
fault has displaced an alluvial fan of Holocene age at the
Bardsdale Cemetery (Yeats and Gardner, in prep.) located approxi
mately 14 miles east of the site.
The Country Club fault has also historically been
mapped by many of the above referenced authors to extend into the
site from the northwest. Two ph~to lineaments believed to be
associated with the Country Club fault were mapped by Sarna
Wojcicki, et al. (1976) traversing the nearby golf course and
extending onto and across the project site.
and Mukae (1975) postulate the existence
In addition, Turner
of a ground water
barrier traversing along a similar trend east of the site. Both
February 1987 -11- ,GA4
of the photo lineations mapped by Sarna-Wojcicki (1976) were
trenched by Yeats and Gardner (in prep.) along Darling Road with
no evidence of faulting encountered.
An analysis of the seismicity of the site and v~cinity
was conducted t.o evaluate the earthquake ri·sk to the· proposed
development. Details of this analysis are discussed in Appendix
C • The · a n a 1 y s i s e s s e n t i a 11 y c o n s i s t. e d o f : 1 ) a r e v i e w o f
historical seismicity in the area, 2) a review of data on nearby
faults and prediction of the level of strong ground motion that
each active or potentially active fault is capable of generating
at the site, and 3) a probabilistic seismic hazard analysis to
evaluate the risk of exceedance of given acceleration levels over
the life of the project.
Table 1 - Significant Faults, lists 12 selected active
and potentially active faults out of 35 within a 100-mile radius
of the site that are considered to be significant. Their
selection was based on their proximity to the 'site and their
potential to generate strong ground motion •
..
February 1987
Fault
Oakridge
Ventura/Pitas Point
Simi/Santa Rosa
San Cayetano
Red Mountain
-12-
TABLE I
SIGNIFICANT FAULTS
Maximµm Credible
Distance Earthquake From Site Magnitude
(miles) (Richter)
<I 7 .. 5
2 7 .. 5
6 6 .. 5
9 7 .. 5
10 7 .. 5
More Ranch/Arroyo Parida/ Santa Ana 12 7 .. 5
Malibu Coast 17 7 .. 5
Santa Ynez 17 7 .. 5
Ana ca pa 20 7.5
Santa Cruz Island 25 7 .. 5
Big Pine 29 7 .. 5
San Andreas Central 38 8 .. 5
GROUND WATER
86134
Maximum Probable Earthquake Magnitude (Richter)
5.75
6 .. 5
5 .. 75
6 .. 25
6.25
6 .. 0
5 .. 75
·6 .. 0
6.0
6.0
7 .. 0
8.25
Ground water was encountered in the long fault trench,
and in a number of drill holes, CPTs, and test pits. Table 2
lists the location and depth where ground water was first
encountered and where the level equalized after the period of
time indicated.
February 1987 -13- aGA4
TABLE 2
GROUND WATER ENCOUNTERED
Elevation Elevation Depth (feet above (feet above MSL
Location (feet) MSL) after/hours)
Fault Trench at 13 123 126/36 hrs Station 13 + 67
DH-2 39 115 144/36 hrs
DH-4 48 78 80.5/2 hrs
DH-5 38 114
TP-4 11 138
TP-5 11 139
CPT-3 10 142
The project site has historically been known as Saticoy
Springs. Seepage from the riser slope was used by Native
Americans as a source of fresh water. Prior to the installation
of an elaborate subdrain system, extensive areas of the riser
slope were reportedly perpetually wet and they supported a marsh
type vegetation. Water collected .by the subdrain system is piped
to locations at the southern and eastern property limits where
flows of five to 10 gallons per minute were observed at each
location in January 1987.
As indicated on Table 2, ground water exists both in a
confined and unconfined state at the site. The area of confined
water a~pears to coincide with the area of organically-rich or
soft silty clay shown on Plate 1. The water well located at the
northeast corner of the property periodically flows during and
following the wet season, and the saturated level of the earth
February 1987 -14- 86134
materials in the confined areas probably rises accordingly .. No
ground water was encountered in exploratory excavations south of
the Southern Pacific Railroad tracks (maximum depth of 35 feet),
but it is probably present less than 50 feet below the surface.
PRELIMINARY ENVIRONMENTAL ASSESSMENT The preliminary environmental assessment included the
documentation of historic accounts of land use and practices and
the preliminary site characterization of two areas where soil
contamination might have occurred. The preliminary site char
acterization consisted of the excavation of a total of six
backhoe test pits in those areas indicated on Plate 1.
Two of the test pits were excavated on the down
gradient side directly adjacent to an existing 550 gallon steel
underground gasoline storage tank. The remaining four test pits
were excavated in the area of the dismantled gasoline stripping
plant. No indication of leakage or contamination was noted
around the 550 gallon tank. At a depth of 11 feet in Test Pit 4,
near the historic gasoline stripping plant, a relatively strong
degraded gasoline odor was noted and a slight product sheen was
observed on the ground water surface at a depth of 11 feet. No
indication of contamination was noted above this point.. The
adjacent test pits in that area showed no indication of
contamination ..
Both a water and a soil sample were collected from Test
Pit 4 at a depth of 11 feet as well as a water sample from Test
Pit 5 at 11 feet.. The samples were immediately transported to
FGL Environmental, Inc. for analysis. The analysis included
total. petroleum hydrocarbons (TPH), benzene, toluene, and xylene
(BTX), the results of which appear in Table 3 - Chemical Analysis
of Ground Water and Soil Samples. Laboratory reports from FGL
Environmental, Inc. are attached as Appendix E.
February 1987 -15-
TABLE 3 CHEMICAL ANALYSIS OF GROUND WATER AND SOIL SAMPLES
Location/Sample Type
TP-4 at 11 feet/soil
TP-4 at 11 feet/water
Department of Health Services Action Level
Benzene (ppb)
0.2
0.7
Toluene (ppb)
Xylene (ppb)
[ Total BTX < 50]
0.7 2.0
100 620
Ult
TPH (ppb)
220
< 10
February 1987 -16- 86134
CONCLUSIONS AND RECOMMENDATIONS
1.0 GENERAL FEASIBILITl Based on our subsurface exploration and review of
available geotechnical data pertinent to the area, it is our
opinion that it is geotechnically feasible to develop the site,
provided that the recommendations presented in this report are
incorporated into the project design and construction.
The principal geotechnical considerations for the
project are the presence of uncertified artificial fills, the
near-surface band of soft organic clay, and local high ground
water.
2.0
2.1
GEOTECHHICAL CONSIDERATIONS Artificial Fills. The artificial fills depicted on
Plates 1 and 2 are primarily of agricultural origin and were
placed in an uncontrolled manner. It is recommended that these
fills be removed from the areas of development and replaced with
engineered fill. The fills consist of a combination of soil,
organic debris, and inert building debris. While much of the
excavated agricultural fill material can be reused as engineered
fill, there will be some material that will be unsuitable for use
in the fill due to contamination with organics. The organically
rich material should be disposed of off-site or in an area
outside of the proposed development on-site.
There are two major areas that will require overexcava-
tion and replacement with engineered fill .. The largest volume of
material is likely to be in the central area of the site north of
the railroad tracks in the area of Drill Hole 5. The depth of
fill in this boring was found to be 22 feet, thus suggesting that
the volume of fill in this area may be on the order of 30,000 to
40,000 cubic yards. The second significant accumulation of
February 1987 -17- IRQ4
agricultural fill is on the western side of the ~ite immediately
north of the railroad tracks. This area was reportedly ·once. a
ravine that has been filled by agricultural grading, and the
di_sposal of soil and building d·ebris from nearby developments.
Based· on comparison of aerial photographs before and after
filling, it is estimated that the debris in this area is a
maximum of approximately 15 feet deep and comprises a volume on
the order of 20,000± cubic yards.
2.2 Organic Clay. A dep~sit of organic-rich clay and peat
was encountered in the northcentral portion of the site. This
deposit extends approxima~ely from the western site boundary
immediately north of the railroad tracks, along and just south of
the riser slope, to the northeastern corner of the property. The
most critical portion of this area is a band approximately 200
feet wide south of and immediately below the riser slope. In
this area, the organically-rich soil occurs from near the ground
surface to a depth of approximately 20 to 30 feet. South of the
railroad tracks, the organic soils appear to have been partially
removed by erosion during past higher river stands, therefore
they occur at depths greater than 20 feet below the ground
surface.
The organic soils are not considered to be a serious
problem where they are overlain by at least 15 to 20 feet of
relatively dense sand and gravel deposits like these that occur
south of the railroad tracks, but.they are considered a potential
problem where they exist from the ground surface to depths of 15
to 20 feet or more (i.e., north of the railroad tracks in the
approximate 200 foot wide band previously discussed). Organic
soils generally exhibit a high potential for settlement, there-
fore development ·constructed immediately over
most lik~ly experience damaging differential
these soils ~ould
settlement. To
avoid the settlement, it would be necessary to either support the
structures on deep foundations (i.e., piers or piles) or to
overexcavate the organic soils to some depth and replace them
February 1987 -18- 86134
with engineered fill. The depth of overexcavation would be
dependent on 1) the actual consolidation characteristics ·of the
material that would be left in-place below the overexcavation,
and 2) the lciading imposed by both proposed develop~ent and the
engineered fill. that would be placed in the overexcavated area.
Additional investigation, testing, and analysis would be required
to determine the depth of overexcavation required, however it is
anticipated that this depth would be at least 10 feet. After
overexcavation, most of the organic clays may be replaced as
engineered fill, provided that they are dried to near optimum
moisture content and properly compacted. The drying would
probably require spreading in thin layers and discing for several
days during the summer season. $ome volume loss will occur due
to drying and compaction, and it should be expected that some of
the material may be unsuitable for use in engineered fill due to
its high organic content. The quantity of unsuitable material
cannot be estimated at this time based on the available informa-
tion.
2.3 Ground Water. Ground water was not encountered in any
of the exploratory excavations south of the railroad tracks and
.t~erefore the development in the southern area is not expected to
·be impacted by the occurrence of high ground water. The north
central area, however, has historically been known as the
"Saticoy Springs" and it is possible that ground water may occur
at or near the ground surface following rains. Development plans
should include a system of gravel-filled trenches (french drains)
to control the ground water on a long-term basis. Temporary
control of ground water may also be required during construction
for excavations made north of the railroad tracks. The design of
the french drain system should be made based on additional
geotechnical exploration and refinement of the development plans.
3.0
3.1
SEISMIC DESIGN CONSIDERATIONS Faulting. No indications of near-surface rupture due to
February 1987 -19- ,GJ14
faulting were noted in any of the trenches excavated for this
investigation. Although fault.ing may exist in the deeper
subsurface, the possibility of future ground surface rupture at
the site is cqnsidered low. Based on the results of our st·udies,
no structural setbacks or other design constr~ints are considered
warranted.
3.2 Liquefaction. N o n e o f the borings , cone pen e tr a t i on
test soundings, or trenches excavated for this investigation
encountered any loose granular soil deposits below the water
table. The potential for liquefaction of the on-site soils is
therefore negligible, and· no special design or construction
efforts to mitigate the liquefaction potential are considered
necessary.
3.3 Seismic Design Considerations. Assuming a SO-year
project life, the probabilistic seismic risk assessment conducted
for the Rancho Attilio project site suggests that there is a 50
percent probability that the structures will experience a peak
horizontal ground acceleration of 0.27g (see Figure 2 - Probabil
istic Seismic Risk). The probabilistic analyses suggest that
there is a ten percent probability that the structures will
experience a
0.52g. The
peak horizontal ground acceleration greater than
risk at the Rancho Attilio site is considered no
greater than that of the greater Ventura area.
Based on the results of the seismic risk assessment and
the proximity of the site to the Oakridge fault and other
seismogenic fault zones, it is recommended that the structures
should be designed in accordance with the requirements of the
1985 edition of Uniform Building Code for Seismic Zone 4.
4.0 ENVIRONMENTAL ASSESSMENT
Soil contamination with hydrocarbons (TPH level of 220
ppm) was detected at a depth of 11 feet in Test Pit 4 located in
the area of the dismantled gasoline stripping plant. A ground
water sample collected from the same interval tested below State
February 1987
100
....--... 90 ~ ..._,...,
w 80 u z <( 70 0 w w u 60 x w u... 50
0
~ 40
_:.J -(D 30 <( (D
0 20 a:: (l_
10
-20-
FIGURE 2 PROBABILISTIC SEISMIC RISK
0.3 0.4 0.5
ACCELERATION (g)
86134
0.6 0.7
February 1987 -21- alilL
action levels for BTX with no measurable TPH. No indication of
hydrocarbon odors were found in test pits located both north and
south of Test Pit 4.
As a result of the level of soil contamination found in
Test Pit 4, some form of remediation and cleanup action should be
anticipated. This action will most likely be coordinated through
the Ventura County Environmental Health Department (EHD).
Although no State Department of Health Services (DOHS) Action
Level has been set for TPH, an action level of 100 ppm has
generally been used.
5.0
5.1
ADDITIONAL INVESTIGATION Geotechnical. Additional geotechnical investigation
including borings, laboratory testing, and geotechnical engineer
ing analysis should be conducted prior to final design of the
proposed development. The additional investigation should be
conducted within defined building areas to develop specific
foundation recommendations, and at other areas to more accurately
define the depth of removal required in the agricultural fill
areas, the potential for settlement of the organically-rich band
of soil crossing the northcentral portion of the site, and to
define the ground water conditions for, design of a french drain
system.
5.2 Environmental. Additional characterization including
borings and laboratory testing should be conducted in the area of
the dismantled gasoline stripping plant to delineate the extent
and source of the contaminated soil. The additional site
characterization should be coordinated with the Ventura County
EHD .•
6.0 CLOSURE
This report has been prepared for the exclusive use of
Wittenberg-Livingston for specific application to the development
of Rancho Attilio in Saticoy, Ventura County, California.
February 1987 -22- 86134
Additional exploration must be conducted prior to final design
and construction. The findings, conclusions, and recommendations
presented herein were prepared in accordance with generally
accepted geotechnical engineering and engineering geological
practices. No other warranty,· express or implied, is made.
The analyses and recommendations submitted in this
report are based in part upon data obtained from the present land
owner, the eight drill holes, six test piti~ nine CPT soundings,
and fault trenches. The nature and extent of variations between
the subsurface explorations may not become evident until addi
tional investigation is con-ducted or until construction. If
variations then appear evident, it will be necessary to reevalu
ate the recommendations of this report.
Respectfully submitted,
STAAL, GARDNER & DUNNE, INC.
ft{_~ Thomas F .. Blake Engineering Geologist 1062
Timothy N. Dunne
JP:tg/7
[!llff ;t David A. Gardner Engineering Geologist 969
Ivar Staal
February 1987 -23- UR4
REFERENCES CITED
Lee, W. H. K·., and Vedder, J. G. (1973), -"Recent Earthquake Activity in the Santa Barbara Channel Region," Seismologic Society of America Bulletin, v. 63, pp. 1757-1773.
Sarna-Wojcicki, A. M., Williams, K. M., and Yerkes, R. F. (1976), Geology of the Ventura Fault, Ventura County, California, U.S. Geological Survey Miscellaneous Field Studies Map MF-781.
Turner, J.M. and ~ukae, M. M. (1975), "Ventura County Resources Management Study: Geologic Formations, Structures, and History in the Santa Clara-Calleguas Area," in Compilation of Technical Information Records for Ventura County Cooperative Investigation, California Department of Water Resources, v. 1, pp. 1-28, 2 plates.
Weber, F. H., Jr., Cleveland, G. B., Kahle, J. E., Kiessling, E. F., Miller, R. V., Mills, M. F., Morton, D. M., and Cilwick, B. A., (1973), Geology and Mineral Resources Study of Southern Ventura Countv, California, California Division of Mines and Geology, Preliminary Report 14, 102 pp.
Yeats, R. S., Clark, M. N., Keller, E. A., and Rockwell, T. K. (1981), "Active Fault Hazard in Southern California: Ground Rupture Versus Seismic Shaking," Geological Societv of America Bulletin, Part I, v. 92, p. 189-196.
Date
1927
4/22/41
10/25/45
1946
AERIAL PHOTOGRAPHS REVIEWED
Source
Fairchild
Fairchild
Fairchild
Ives Vanoni
Project Number
C-104
C-7046
C-9800
Oblique
February 1987 -Al-
APPENDIX A SUBSURFACE EXPLORATION
lfiQ4
The subsurface exploration program at Rancho Attilio
consisted of eight drill holes ranging in depth from 20 to 50
feet, nine cone penetration test (CPT) soundings ranging in depth
from approximately 6 to 45 feet, and seven backhoe test pits
ranging in depth from 1.5 to 14 feet. The locations of the drill
holes, CPTs, and backhoe test pits are shown on Plate 1.
The Logs of Drill Holes are presented as Plates A-1.1
through A-1.8. A legend to the logs is presented as Plate A-2.
The graphic Logs of Cone Penetration Tests and an interpretation
for each are presented as Plates A-3.1 through A-3.10. The Logs
of Drill Holes describe the earth materials encountered, the
depth to first encountered ground water, samples obtained, and
indicate field and laboratory tests performed. The logs also
indicate the location, boring number, date and time of start and
completion, and the name of the logger and drilling subcontrac
tor. The drill holes were logged by a staff engineering
geologist or geotechnical engineer utilizing the Unified Soil
Classification System. Because the transition of soil and rock
variations may be gradual, the boundaries between soil types
shown on the logs are approximat~. Bulk and undisturbed samples
of representative earth materials were obtained form the drill
holes at regular five foot intervals.
Exploratory borings were advanced in soil using a
hollow stem auger drill rig provided by Datum Exploration of Long
Beach. Upon completion of the drilling, all of the hollow stem
auger borings were backfilled with native materials with the
exception of Drill Hole 2 which was backfilled with cement grout.
The backfill was tamped using the drilling rig bucket to densify
the soil. Since the degree of compaction is dependent upon the
February 1987 -A2- 86134
soil type and moisture content, the backfill may settle. It is
therefore recommended that the site owner or a. representative
periodically inspect the locations to determine if backfill
settlement has. occurred and to fill any voids .. . .
The Modified California sampler was used to obtain
relatively undisturbed samples of soil. This sampler consists of
a 3-inch O .. D. and 2 .. 4-inch I .. D .. split barrel sampler that is
pushed or driven a total of 12 inches. The upper four inches of
soil was driven into the sampler waste barrel, while the middle
six inches of soil was retained in a brass liner or brass rings
for laboratory testing .. Blo~ counts were recorded for 12 inches
of total drive for the purpose of comparing relative soil
densities. The weights of the hammers used to drive the Modified
California sampler are indicated on Plate A-2 ..
Graphic logs of the Cone Penetration Tests are
presented on Plates A-3.1 through A-3.10 .. These logs present tip
resistance, qc (ton/ft2), local friction, fm (ton/ ft2), friction
ration, Rf (percent), pore pressure, u (pounds/ in.2). differen
tial pore pressure ratio, delta-u/qc versus depth (feet and
meters). The last column on the graphic logs indicates a
.generalized interpretation of the soils penetrated by the CPT
sounding. The graphic plots were created using the computer
program CONEPLOT (Hogentogler, 1986, version 4.01).
Also presented in this appendix are computer-generated
interpretations of the cone penetration test data derived from
the University of British Columbia's computer program CPTINTRl
(Hogentogler, 1985, version 3 .. 03). CPTINTRl is an interactive
BASIC computer program that allows the user-selection of CPT
inte~pretation methods from among several that are currently
available.. The following methods were selected to develop' the
tabulated_ interpretations:
0 Soil Behaviour Type Robertson and Campanella, 1983
February 1987 -A3- 8104
0
0
0
0
Equivalent Relative Density, Dr
Angle of Internal . Friction
Equivalent SPT N-Value
Undrained Shear Strength, Su
Jamilokowski, et al., 1985
Robertson and Campanella, 1983
Robertson, et al., 1983
Su= (qc -sigmav) Nk
Tabulated data shown for each one-foot-thick soil slice
are based on measured CPT values averaged over the one-foot
interval directly above the printed depth. Because of the data
averaging, the influence of extreme values may be subdued.
Therefore, the tabulated output should be used primarily as a
guide for the interpretation of the plotted CPT data. The CPT
interpretations are tabulated and presented adjacent to the
graphic logs of cone penetration tests and are inclusive in
Plates A-3.1 through A-3.10. A legend to the interpretations is
presented on Plate A-4 - Legend to CPT Interpretations.
The seven test pits were excavated around an existing
500-gallon underground gasoline storage tank and in the area of a
reported dismantled gas processing plant. The test pits extended
to depths ranging from 1.5 to 14 feet and were logged by a staff
engineering geologist utilizing the USCS. The Logs of Test Pits
are presented as Plates A-1.9 through A-1.11. A legend to the
logs is presented as Plate A-2.
total of
18 feet.
on Plate
through
The subsurface exploration program also included a
2,820
The
1.
The
3.5.
feet of backhoe trench to depths ranging from 3 to
locations of the trenches and test pits are shown
Logs of Trenches are presented as Plates 3.1
The Logs of Trenches describe the earth materials
encountered and geologic relationships observed. As indicated
on Plate 1, a total of f_i ve individual overlapping trenches were
February 1987 -A4- 86134
excavated to cover the area between Telephone Road and the
southern edge of the property. The trenches were excavated
utilizing a Case 580E Extend-a-hoe backhoe. An attempt was made
to segregate the top soil so that it could later be ba6kfilled at
the surface. The trench was.excavated to a depth where laterally
consistent deposits were encountered or until the trench became
potentially unstable due to ravelling sand and gravel. Aluminum
hydraulic speed shores were utilized where the excavation was
deeper than five feet or where potentially unstable conditions
existed.
The trench walls.were scraped to expose the earth
materials. A geologist then logged the trench utilizing the
Unified Soil Classification System (USCS). After completion of
the trench logging, the trench was backfilled in two or three
lifts. Water was used to jet and flood after each lift. The
backhoe was used to wheel-roll the near-surface portion of the
trench backfill.
Drill hole, test pit, and CPT locations and elevations
were determined by tape and Brunton compass measurements from
various references. Their location and elevation should be
considered accurate only to the degree implied by the method
used.
February 1987 -AS- qliJt
REFERENCES CITED
Hogen.togler & .Company ( 1985), CPTINTRl, Cone Penetration Test Data Interpretation Routine, Program Instruction Manual, version 3.03, developed at the University of British Columbia by James Greig.
( 1986), Operation Manual for CONEPLOT, version 4. 01, developed at the University of British Columbia by James Greig.
Jamilokowski, et al. ( 1985), "New Developments in Field and Laboratory Testing of Soils," State of the Art Address for XIth ICSMFE, San Francisco.
Robertson, P. K. and Campanella, R. G. (1983), "Interpretation of Cone Penetration Tests - Part I (Sand)," Canadian Geotechnical Journal, vol. 20, no. 4.
Robertson, P. K., Campanella, R. G., and Wightman, A. (1983), "SPT-CPT Correlations," Journal of the Geotechnical Engineering Division, American Society of Civil Engineers, vol. 109, no. 11.
LOG OF DRILL HOLE
JOB. NO.: 86134A PROJECT: Wittenberg - Livigston LOCATION: Rancho Attilio
LOGGED BY: J. Powell DRILLED BY: Datum Exploration TIME. ST ART: 0800
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 0930
.... 0 0
DESCRIPTION .. ... Cl GEOTECHNICAL 0 z a: 0
z :::, ...., ..J z 0 O G. 0 AND :; : ·:t
...., ...., O Cl) :t ..J ..J ~ 3: > w ... Q. Q. G. CLASSIFICATION .... w Q. 2 2 0 0 <
< < ..J a: ..J ... w -' m w - 0 (/) Cl)
a, - 0
0 •ALLUYJI\L FAH DEPOSIT (Qf)•
... u ~ ,.. ... V)
z w 0 ,.. a: 0
SGD DRILL HOLE NO.: DH-I DRILLING DATE: 01/21/87 DATUM: HSL REFERENCE EL: +180 feet
ATTER8ERG LIMITS
... a: ; "'
w
:: ... ..J - w < w 2
a: : ; 0; w 0 z
"" .. o- ;: - z .... a: 0 :. ..... < ........ ;: "' ~-= 5 '.:::: Cl) .... > ~~~ - ... ~ :! < -· a: O Cl)
00 ..J :! 0 0 .... Ow,_ 2 u ..J ..J Q. .., ... Q. G. - < ...
SILTY CLAY (CL). tnedium to dark yellowish brown, stiff. damp, with minor very fine grained sand I
53 {:I 18
175 -U2 44 more silt, mottled dark yellowish orange to dark 19 I yellowish brown
JJ 3 36 moderate yellowish brown I 95 I 21 I
165 4 I 39 f.'/J .. <J] n:s;y,um '''i'!k ':f' 91 \Y m:uus;r 9LS J:Sl IY"l?JJ UI U!'II I 101 I 10
20
155
30
145
5 I 65 100
6b
100 b
SHEET 1 OF 1
•AI..LUVIAI.. STREM CHAHNEL DEPOSIT (Qsc)• SAND (SP), medium yellowish brown, dense, damp,
la~inated to thinly bedded, very fine grained
SAND (SW) and GRAVEL (GW), grayish orange, dense to very dense, da~. fine to coarse grained sand with subround to subanoular t1ne to coarse gran1tic source gravel with scattered cobbles and boulders
lenses of clean SANO (SW/SP)
more cobbles and boulders
Bottom of drill hole at a depth of 38 feet. No ground water encountered. Drill hole backfilled and tamped.
LEGEND TO LOGS ON PLATE A-2
108 I 11
3
I I 17. 51 > 5
I 110.014.0
PLATEA-1.1
LOG OF DRILL HOLE
JOB. NO.: 86134A LOGGE.D BY: J. Po~11 DRILL HOLE NO.: OH-2 PROJECT: Wittenberg - Livingston DRILLED BY: Datum Exploration DRILLING DATE: 01/21/87 LOCATION: Rancho Attilio TIME START: 1000 DATUM: MSL DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 1330 REFERENCE EL: +154 feet
;: : A TTERBEAG O U lit.Ill TS
... ~ o GEOTECHNICAL DESCRIPTION ; - :;; ; za: o ... 14e .... .., Z O:::,w-' u, - .; < o z o IL u AND z ~... ; u·; "" o z ... w ...... 0 II) - w :::, z - ... - z ... a: ~ < - :r -' -' ~ :r .0 ... w o ... < w... ... II'>
> ...... IL a. ~ 0 IL CLASSIFICATION u, .... 3 .... 11) ... > x.....,- - ... ~~! ~ ~~;: ~ o~~~~~ g ~!~ g: w-0 II'> inm_ 0 O :lu..,..,a...., ,- o..o..- < ...
ff/ •AI..LUYIAL FLOOO PLAIN DEPOSIT (Qfp)• SILTY CLAY ( CH ). dark brown to black. soft. moist
to wet with lenses of moderate yellowish brown 2
1 9 ~ SILT ( ML l and abundant or9ani cs i 491 78
10 / / / 66 SOI I I 1.6 I 0.4 ORGANIC SILTY CLAY (OH), dark brown to black. soft.
saturated. with interbedded less organic SILTY CLAY (CH)
4113 ~ medium blushing 9ray to black with scattered. I 781 36 extrefflely weathered. rounded gravel size granitic rock fragments
S 119 soft to _,,.., stiff •Ith ""'° lenses of sl t9htly I 83 I 36 organic SILTY CLAY (CH) and move gravel
SILTY CLAY (CH), medium blushing gray to black. a,ediufll.J 961 291 I I 5.01 0.75 6 I 21 f //A st1 ff to st Hf. saturated with fine to coarse sub-
rounded gravel and lenses of ORGANIC SILTY CLAY (OH)
less organics with more subround to round fine gravel
129 ~ I r/ / J- and med,llffl to very coarse gra,ned sand
32Y//J 11021 231 I 16.012.0
3 B I 79
119
4 9
109 ••••.
SHEET 1 OF 1
with abundant fine to coarse gra1ned sand and fine to I 124 coarse gravel
SANDY CLAY (CL), grayish olive green, stiff, saturated very f10t' to mt"dium grained
0 ALLUYIAL STREAM CHANNEL DEPOSIT (Osc) 0
SANO (SP), light yellow brown, dense, saturated, fine to mt"dium gra,ned with scattered subround gravel and interbedded SILTY CLAY (CL) lenses
Bottom of drill hole at a depth of 45 feet. Ground water encountered at a depth of 39 feet. Water level measured at 10 feet on 01/23/87. Drill hlle backfilled.
LEGEND TO LOGS ON PLATE A·2
13
PLATE A-1.2
LOG OF DRILL HOLE
JOB. NO.: 86134A PROJECT: Wittenberg - Livingston LOCATION: Rancho Attilio
LOGGED BY: J. Powell DRILLED BY: Datum Exploration TIME ST ART: 1340
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 1450
... 0 0 .... ...
z 0 z a: :::, w
0 z O Q. ... .... w O Cl!
~ : ; ..J ..J ~ ~ Q. Q.
WW CL :I; :I; 0 0 < < ..J
..J .... w ..J a> w - 0 Cl! Cl! a> -
0
f-2 I 10
t-122
~3 17
10
t-112
20
t-
~
-
--
-
-
4
5
6
50 1""'
c:, 0 .... 0
J: Q.
< a: 0
))t~
I-
I-
I-
I-
SHEET 1 OF 1
GEOTECHNICAL DESCRIPTION
AND
CLASSIFICATION
•ALLUVIAL FLOOD PLAIN DEPOSIT (Qfp)• SANDY SILT (11..), inoderate yellowish brown. llledium
dense, inoist, very fine to fine grained. slightly plastic
•ALLUVIAL STREAM CHANNEL DEPOSIT (Osc)• SAND (SW) and GRAVEL (GW). pale yellowish brown.
medium dense, damp. very fine to very coarse grained subround to subangular sandstone gravel and scattered cobbles with lenses of medium grained SAND (SP) and SILTY ~LAY (CL)
Bottom of drill hole at a deoth of 20 feet. No ground water encountered. Drill hole backfilled and tamped.
LEGEND TO LOGS ON PLATE A-2
-
-
-
-
SGD DRILL HOLE NO.: DH-3 DRILLING DATE: 01/21/87 DATUM: HSL REFERENCE EL: +127 feet
.... ATTERBERG 0 LIMITS Q. - ~ a: ,.. ; U) w ... !:
... .... - w < Cl) w ; 0; w :f z. z a: : z ... 0 0 w :::, - o- ;::. - ·< w a: ;::. .,, 0 ... "" llC ... _
Cl) ... 3 ~ Cl! ... > - ... ,.. - z < - a: o"' ... O Cl)
a: 00 ~ ~ ..J ~ 0 o~~ Ow 0 :::E O ... ... Q. ..J ...
Q. Q. - < ...
931 11
-
-
I- -
+- -
-
I- -
-
PLATE A-1.3
LOG OF DRILL HOLE
JOB. NO.: 86134A PROJECT: Wittenberg - Livingston
LOGGED BY: J. Powell DRILLED BY: Datum Exploration TIME ST ART: 0700 LOCATION: Rancho Attilio
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 0900
z 0
,_ :r < ....... > w Q. w w w ~~o
0
21
111
2
101
30
w .., Q.
2 <
"'
91 jJ
,ojj
81 -L--J
.... 0 0 .... a: O w
z Q.
w .., Q.
2 < ..,
a:,
13
2 I 19
3
4
s
6
c:, 0
u i Q.
< a: c:,
/i/.
8 28ra 9 )8~
I V////.,L_
GEOTECHNICAL DESCRIPTION
AND
CLASSIFICATION
ALLUVIAL FLOOO PLAIN DEPOSIT (Qfp)• CLAYEY SILT("-.), gray green to grayish black, soft
to medium stiff, moist with fine grained sand
more clay
SANO (SP), yellowish brown, medium dense, moist, very fine graine~
SILTY CLAY ( CH ), greenish gray to black, soft, moist, with abundant organics and thin lenses of ORGANIC SILTY CLAY (OH)
dark greenish gray with less organics
lighter 1n color with ll'IOre ll'IOisture and lenses of black organics with strong odor
black with abundant v;sible organics. very strong odor
mtnor fine to ~itll'II gra1ned angular sand and fine roundE'<I gravel
inore sand and dark greenish gray sandstone gravel and less organics
SANDY CLAY (CL), grayish olive green. stiff, saturate~ very fine to medium grained
"ALLUVIAL STREAN CHANNEL DEPOSIT (Osc)·
I
.... (.) a.
... "' z w 0 ,.. a: 0
DRILL HOLE NO.: DRILLING DATE: DATUM: REFERENCE EL:
ATTERBERG LIMITS
~ w a: ... a(
;! !:-..,, ... ::::, .... - Z O i 0 0 - _ 2 (.) .., ..,
u -' ;·-Cl) ....
< -.., ~ Q...,
... "' .... w z < > a: 0
891 17
941 23
OH-4
01/22/87 HSL +126 feet
a: w ... w 2 0 ... a: w,..._
1IC w.._ u z"' Ow,... Q. c.-
.., < z 0
~ = 0"' Ow < ...
61 I 34 I 3.5 I 1.0
101 20 6.5 I 2.0
781 40 5.5 I 0.8
168 I 87 TOC
521 51
I 1181 16
1281 14
50 IIP'Pll WI ;;,q,·,r···1 SAN~ (SP/SW), .grayis~ oliv: gre:"· dense, satu~ated, I 1171 IB! I I I I I f1ne to med1um gra,ned w1th m1nor coarse gra1ned
SHEET 1 OF 1
sand and subrounded medium size gravel Bottom of drill hole at a depth of 50 feet. Ground water ·encountered at a depthof 48 feet. Water level measured at a depth of 45.5 feet on 01/22/87
LEGEND TO LOGS ON PLATE A-2 PLATE A-1.4
LOG OF DRILL HOLE
JOB. NO.: 86134A PROJECT: Wittenberg - Livingston
LOGGED BY: J. Powell DRILLED BY: Datum Exploration TIME ST ART: 1030 LOCATION: Rancho Attilio
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 1205
~ z 0 .... w "' < : r .... -'
~ ~-~ a.. a.. :::i; :::i; < < -' LL UJ
u, - 0 en Ill
147
137
127
-----I
.... 0 0
.... ... 0 z a: 0 ::, "' .... O a.. u en
(.)
it ~ I: a..
0 0 < .... a: .., Ill a, - 0
GEOTECHNICAL DESCRIPTION
AND
CLASSIFICATION
"ARTIFICIAL Fill (af)· SILTY CLAY (CL/CH). brownish black. medium stiff,
moist, minor f~ne grained sand and abundant organics
less sand with minor shell fragments and scattered fine subround gravel
granitic subround tnediu~ size gravel
21 to 22.5 feet: GRAVELY CLAY (CL). fine to coarse Qravel
22.5 to 23 feet: SANO (SP), morterate yellowish brown I medium ~rained
- llllllllt- •ALLUVIAL FLOOO PLAIN DEPOSIT (Ofp)· CLAYEY SILT (11...), IIIOderate yellow brown. medium stiff,
damp with minor fine gra,ned sand
I
I
~ moist
117 stiff, moist to ~t
SILTY SANO (SH). grayish orange to light gray. medium
SGD DRILL HOLE NO.: DH-5 DRILLING DATE: 01/22/87 DATUM: HSL REFERENCE EL: +152 feet
... ATTERBERG u LIMITS ~ - a: ... w >- ~ en ....
-' .... - !::: w < en w ; u; w :l z z a: .... 0 w ::, z z .... a: 0 0 ........ o- ;:. - < w,_ ;: Cl)
en ,- 3 ': en ,_ > ~w;:;: - ... >- - ::
~ ! < - a: z en O Cl)
a: 00 -' ! 0 Ow,_ 0 "' 0 :::i; u .... .... a.. .... .... a..a.._ < ....
1051 17
12.51 >5 110 I 21
901 18 10.01 3.o
981 12
951 27
94 28
40 I I 8 I 49prrni dense to dense. saturated. very fine grained I ioq 251 I I I I I
SHEET OF
Bottom of drill hole at a depth of 40 feet. Ground water encountered at a depth of 38 feet. Drill hole backfilled and tamped.
LEGEND TO LOGS ON PLATE A-2 PLATE A-1.5
LOG OF DRILL HOLE
JOB. NO.: 861341' PROJECT: Wittenberg - Livingston
LOGGED BY: J, Powell DRILLED BY: Datum Exploration TIME ST ART: 1230 LOCATION: Rancho Atti llo
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 1330
;: 0 0
GEOTECHNICAL DESCRIPTION ... ... 0 () z a: 0
z ::, w _, 0 z O Q. AND u
w w o en ; ;:::- l; _, ..J·
3: ~ i:
0.. 0.. 0.. CLASSIFICATION > w ... w w 0.. :::E :::E 0 ~ < _, .... w < < _, CD a: w - 0 "' "' CD -
0
o_ b . " •ALLUVIAL FLOOO PLAIN DEPOSIT (Qfp)• ... b ,, SILTY SANO (SH), dark yellowish brown, medium dense, ... - b ',. 1110ist, very fine to fine grained
... i. '1, I
... 1 12 ~ I I•
II minor subround to subangular gravel -114 ~~ '
._ -... 27
. 2
)} ... - a~ SANO (SW), and GRAVEL (GW), very pale orange to dark ... - :-:·:- 8c yellow brown, medium dense, dry to damp, fine to
... - \{ ~ very coarse grained
- 10-
~ c,-- -
- - 3 48 J} .o· 0 less gravel - - ;~~
- - ~? ci" - - -: .. :: .• :c scattered gravel
I c:,
-104 -
~ ::?c- -
... - 4 56 ~·IO t>a. ... - ~;<
- :!~~~- i.C ... - ~; - 20-
~ H ~o~~ -... - 5 52 ·£;·;· l7.i .. -... - Bottom of drill hole at a depth of 21.5 feet.
No ground water encountered . ... - Drill hole backfilled and tamped . - - .... -... -.... -.... -... -- - .... -... .... -- -... -- - ~ -.. -.. -.. -... ---- - ... -... -... -.... -... -- - ,_ -... -... -... -
-- - - -- -- -- -... -
SHEET 1 OF 1 LEGEND TO LOGS ON PLATE A·2
;: u 0.. -,... .... v, z w 0 ,... a: 0
96
DRILL HOLE NO.: DRILLING DATE: DATUM: REFERENCE EL:
ATTERBERQ LIMITS -....
; "' :::: -w ; o;' w a: ... ::> z z ... w o- ;: - '<( •
"' ... - ... en ... > ::> -- z '< -. a:
00 ~ :! _, :! 0 :::E O _, -' 0.. _, ...
20
OH-6 01/22/87 MSL +119 feet
a: w ... _, w < :::E z ,0
... a: 0 w ... ;: en ~ UJ;: - ...
O en o~~ Ow o..o.._ < ...
-
-
...
...
-
-
...
-
-
-
-
-
-
-
-
-
-
-
-
-
PLATE A-1.6
LOG OF DRILL HOLE
JOB. NO.: 86134A PROJECT: Wittenberg - Livingston LOCATION: Rancho Attilio
LOGGED BY: J. Powell DRILLED BY: Datum Exploration TIME START: 1400
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 1514
... 0 0
... ... 0
0 z cr 0 z :::, w .., 0 z O a.. (.)
w .w () Cl) x <: I .., ..,
;: ;: a.. 0.. 0.. > w .... 2 2 0 0 < w w 0.. < <
..., cr .., .... w ..., CXl w - 0 u, u,
CXl - 0
0 .. 'Ulj .· .· .·: ~-.: ·.
: I r.::::~·::.':'::
:-115 9
10 3 I 41
[ I-
ri05 4 I 50
20 J 84
~ 95 ~6, Jo-I I I
...
....
--
SHEET 1 OF 1
....
-
GEOTECHNICAL DESCRIPTION
AND
CLASSIFICATION
•ALLUVIAL FLOOD PLAIN DEPOSIT (Qfp)• SILTY SAND (SH). moderate yellowish brown. medium
dense, moist, very fine to medium grained
•ALLUVIAL STREAM CHANNEL DEPOSIT (Osc)• SAND (SW), very pale orange, loose. damp, fine to
medium grained with minor coarse grained sand and occasional gravel
more gravel medium dense
scattered gravel
SAND (SW) and GRAVEL (GW), multicolored, very dense, dry to damp, very fine to very coarse, slightly cemented
gravel to 2-inch diameter
increase in gravel
BottOffl of drill hole at a depth of 33 feet. No ground water encountered. Practical refusal at 33 feet. Drill hole backfilled and tamped.
LEGEND TO LOGS ON PLATE A-2
-
-
... (.)
!:;; ,.. u, z w 0 ,.. cr 0
95
DRILL HOLE NO.: DRILLING DATE: DATUM: REFERENCE EL:
ATTERBERG LIMITS -....
; u,
::: -w ;; (.); w cr: :::, - z ... w o- ... - < u, ... - ... u, ... > - z :::, - < - er 00 ~ ~ .., ~ 0 ~ (.) .., .., 0...., ...
8
SGD OH-7 01/22/87 HSL +120 feet
cr w ... .., w < 2 0 ,... cr 0
W,_ = Cl) :.: - - ... <..)~"'°' O u, o:~ O w 0.. Q.. - < ...
I-
I-
' -
-
-
-
-
-
PLATE A-1.7
LOG OF DRILL HOLE
JOB. NO.: 86134A PROJECT: Wittenberg - Livingston LOCATION: Rancho Atti Ho
LOGGED BY: J. Powell
DRILLED BY: Datum Exploration TIME ST ART: 1540
DRILLING METHOD: Hollow stem auger (8-inch) TIME STOP: 1700
z 0 ... < ·> w w w ..., ... w -
136
126
2
116
.. 0 0
........ 0 z er z ::, w
O a. 'IT u~ ... Q.. Q.. 3: 3:
~ ~· ~ ~ ~ O VI Vla,111
0 0
0 x Q..
< a: 0
-- _ I -~
304...,J I V///A-
SHEET 1 OF 1
GEOTECHNICAL DESCRIPTION
AND
CLASSIFICATION
•ALLUVIAL FLOOD PLAIN DEPOSIT (Ofp)• SILTY CLAY (CH), black. soft. wet. very organic
grayish olive, medium stiff, with Jess organics
SANDY CLAY (CL), grayish olive, stiff to very stiff, moist, very fine to medium grained, subangular, multicolored sand with minor fine subround gravel
22 feet: grayish olive. fine grained sandstone gravel to 3-inch diameter
scattered dusty yellow green sandstone gravel increase in sand and fine ravel
Bottom of drill hole at a depth of 31 feet. No ground water encountered. Drill hole backfilled and ta111ped.
LEGEND TO LOGS ON PLATE A·2
I
DRILL HOLE NO.: OH-8 DRILLING DATE: 01/22/87 DATUM: HSL REFERENCE EL: + 141 feet
.... ATTERBERG () LIMITS t .... a:
. ,.. VI w .... ..., ... " ~ w c( VI w ; w :E z z a: ': o.; z 0 0 w ::, - 0 - ;: - c(
.... a: ;: VI 0 ... ... w ...
(/) ... - .... VI ,-. > ~~~ - ....
)- - z ::, - c( - a: O VI a: oo ~ :! ..., ::f 0 Ow,... 0..., 0 :E () ..., ..., Q....., ... a.a..- < ...
831 381 531 231 5.o I 0.5
871 33 6.o I 1.5
96 I 151 581 2
121 12
115 15 9.0 2.5
PLATE A-1.8
SGD LOG OF TEST PIT
JOB NO.: 86134A TEST PIT NO.: TP-1
PROJECT: Uittenberg - Livingston LOCATION: Rancho Attilio
LOGGED BY: M. Burke
CHECKED BY: J. Powt!ll DATE: 01/30/87 DATUM: HSL
EXCAVATED WITH: Backhoe (24-inch bucket) SURFACE EL.: +160 feet
z 0 ...... :c - I- 1-.... w Q. ,c( w w ~~o ...J w
155
0
10
wig ...J UJ a. ..J ::E a. ~ ::E Cl) c(
Cl)
-
u i: c.,
~3 a: c.,
-
SURFACE EL: d60 feet
0
155 ~ 10
SHEET 1 OF 1
GEOTECHNICAL DESCRIPTION
AND CLASSIFICATION
"ARTIFICIAL FILL (af)• SILT (ML), very dark grayish brown, hard, low
plasticity, dry abundant or anics "ALLUY IUH ( Qa 1
CLAYEY SILT (HI.), very dark grayish brown, stiff, low plasticity, slightly moist, colll'IIOn organics
>- ATlfneenc. _., I- W 1- l H.O I S c(
~ --- §~- - . g 1-lJ.. .......... ,~ <:::?~ ._u,
w u (/) z o, 0 - .... - I- w o_~ oO._ 5·~ ~ ~ O 1-
~ ~o g 3 i ~ ~ Q
2 feet: brown to dark brown SILTY CLAY CL, yellowish brown, olive gray /J I I I / I
mottled, medium stiff, low plasticity, moist
Bottom of test pit at a depth of 7 feet. No ground water encountered. Test pit backfilled.
DA TE· 01/30/87
"ARTIFICIAL Fill (at)• SILT (11..), v_ery d- ark gr~_yis_h_ brown, hard. low{
plasticity, dry abundant organics •ALlUYIUM (Oal)•
CLAYEY SILT (11..), very dark grayish brown,
TEST PIT NO.: TP-2
ll'll'dium stiff, low plasticity, slightly 1 1
inore moist. connon organics 2 fe t: brown to dark brown I I I I I SILTY CLAY (CL). yellowish gray, olive gray
mottled, ineditl9 stiff, low plasticity, motst
Bottom of test pit at a depth of 6.5 feet. No ground water encountered. Test pit backfilled.
LEGEND ON PLATE A-2 PLATE A-1.9
LOG OF TEST PIT
JOB NO.: 86134A LOGGED BY: M. Burke
PROJECT: Wittenberg - Livingston LOCATION: Rancho Attflio
CHECKED BY: J. Powell
EXCAVATED WITH: Backhoe (24-inch bucket)
cj z 0 --::i: w z 0
...J 3: 0 . GEOTECHNICAL DESCRIPTION i= ....... 0. w < w Q. :E ...J a. 0
> UJ w Q. < ...J w !:::.o· c( :E a: AND CLASSIFICATION ..J
(/) c( 0 w (/)
0 •ARTIFICIAL FILL (af) 0
SILT (ML). very dark gray;sh brown. medium stiff, non plastic, dry, common organics
1 foot: damp
142 •ALLUYIUH (Oal)•
SILT (ML), pale brown. medium stiff. easily breaking to single grain, non plastic, very slightly tnaist
5.9 f~t: dark grayish brown 10 8 f~t: cOtm10n soft c4lciU111 carbonate
nodules R.5 feet: very dark brown to black with
comnon calcium carbonate nodules (hard) CLAYEY SILT (ML)r dark gray to very dark
- - gray, mediUIVI stiff, very low plasticity, cOfi'llnOn calciU111 carbonate nodules .
Bottoffl of test pit at a depth of 14 feet. No ground water encountered • . Test pit backfilled.
SURF ACE EL: + 148 feet DATE. 02/09/87
0 •ARTIFICIAL FIU (af)•
I .
SILT (HL), very dark grayish brown. medium r sttff. low plasticity. dry, COlll'nOn organics
143
-
• Al.LUY llm ( Oa 1) • SILT (Hl), very dark grayish brown to very
dark brown. ineditn11.sttff, non plastic, moist. occasional organics, cOfflfflOn orange brown root stains
, 3.9 feet: very dark brown to black ,,...
1of7 1)\11
-
--
-
&
SHEET 1 OF 1
CLAYEY SILT (ML). dark gray, medium stiff, very low plasticity, tnaist, occasional orange brown staining, occasional incipient calcium carbonate nodules
SILTY CLAY (CL). bluish gray, medium stiff, low plasticity, moist to saturated, comnon calcium carbonate nodules, strong hydrocarbon odor
Bottom of test pit at a depth of 12.5 feet. Ground water encountered at a depth of 11 feet. Test pit backfilled.
LEGEND ON PLATE A-2
-
>-.... en ..... Z LL wo a~->-a: Cl
TEST PIT NO.: TP-3 DI\TE: DATUM:
02/09/87 HSL
sunF ACE EL.: + 147 feet
"' tF.neena ...J w .... lltAII S c( a: z z .... =>w ....
~ u ~ Q (/) ........ a• 0 ..... ;::. .... .... w (/) z .._; -o 5· = II) ... 0 .... ~o 0 :I ~-~ Q :::; :::; Q. .., c(
.
-
.
TEST PIT NO.: TP-4
PLATE A-1.10
LOG OF TEST PIT
JOB NO.: 86l34A LOGGED OY: M. Burke
PROJECT: Wittenberg - Livingston LOCATION: Rancho Attilio
CHECKED BY: J. Powell
EXCAVATED WITH: Backhoe (24-inch bucket)
z 0 0 ...... :r: UJ z u i= t- ...... ..J w j: c:, GEOTECHNICAL D.ESCRIPTION <{ w 0. 0. ..J a. 0 :E >~W 0. <( ..J
w --.0 -{ :E a: AND CLASSIFICATION ..J
U) < c::, w U)
0 •ARTIFICIAL FILL (at)• CLAYEY SILT (f1l.), very dark grayish brown,
x .... medium stiff, low plasticity, dry
•ALLUVIUM (Oal)•
145 1 CLAYEY SILT (Ml), very dark brown to black, medium stiff, low plasticity. moist,
- occasional incipient calcium carbonate
~ nodules
6 feet: dark gray, moist to saturated
10
~
Bottom of test pit at a depth of 12 feet. Ground water encountered at a depth of 11 feet.
- - Test ptt backfilled.
.
SURf'ACE EL: +152 feet DATE· 02/09/87
0. 1111111111 ·AR11r1c1AL FILL (at)•
/""
-
CLAYEY SILT (tt..). yellowish brown, very dark r grayish brown, loose to "'t'dium stiff, low plasticity
147 Bottom of drill hole at a depth of 1.5 feet. Bottom deftned by 2 foot thick concrete slab.
- No ground water encountered.
- Test ptt backfilled. .
10 -
.
.
.
SHEET 1 OF 1 LEGEND ON PLATE A-2
SGD
1 EST r,r NO.: TP-5 ·D/\lE: 02/09/87
DATUM: HSL
sunFACE EL.: +150 feet
>- 1\1 lFnB(flG ..J ... w ... lll.111 S <( u; a: z z ... z~ ::::>w_ w (.) t- .,_ ..... , •. it Q (/)
U) - •. -· - ...... w O Q. 4 ._
-o a ...... >- ~(.) i i 0 a: .:::; :::; <( 0
-
.
TEST PIT rm.: TP-6
-
.
PLATE A-1.11
Definition of Terms and Symbols
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR 01V1$10N GROUP JESCR1P·Q~
GRAP~1C S YM80L ~ 'JG
CLEAN GR Al/ELLY GN WELL GRAOEO GRAVELS 'f! ao-~: GRAVELLY SOILS
SOILS OR GRAVEL-SANO 1,111,: ~URE S aoc.q,10
... LITTLE OR NO POORLY GRAOEO GRAVELS :FlJ.~;;z: GP .. OVER ,o 0lo OF FINES OR GRAVEL-SANO Milt TURES ..
II) ... COARSE FRACTION ...J > GR Al/ELLY SOILS SILTY GRAVELS OR POORLY GRAOEJ ,.,T,.,.,., 0 ... GM .,. •t•l•t•f II) .. LARGER THAN WITH FINES GRAVEL· SANO· SILT MllCTURES .... ,.,.,., 0 0 NO 4 SIEVE SIZE 0 OVER 12°10 FINES CLAYEY GRAVELS OR POORLY GRADED •1•}:·111.; ""' "' (j c 1;:· .; ... z .. GRAVEL·SANO·CLAY 1t,UlCTURES - •o • •1•/•I• •I .... z CIC~ CLEAN SANDY WELL GRACE:> s:.~os .. l.!I Oz SW " .. OR GRAVELLY SANOS .... =: ~·· .· :c SANDY SOILS SOILS ... Low c-en "' LITTLE OR NO
fa}WI?_??f ?t n/ CIC> c POORLY GRADED SANOS 0 ... OVER ,o 0lo OF SP ... "' Fl NES OR GRAVELL'l" SAr..ios 0 c u ..
COARSE 0 FR ACTION u SA NOY SOILS SIL TY SANOS OR ?OORLt GRACE:) ... . .
SM .. . • • S"4ALLER THAN WI TH FINES SANO·SILT MIXTURES • ... . . .. NO 4 SIEVE SIZE CLAYEY SANOS OR GRACED 4 , ;. ,;;~ OVER 12 o;o FINE! SC
POORLY SANO·CLAY Mil< T_;RES
, ............ "'" ......... 4 -
INORG~NIC SILTS ANO VERY F'!N( S:.NOS, . , .. "4L ROCK FLOUR,SILTY OR CLAYEY F1"4£ SA"40S
... SILTY AND CL AY£Y SOILS OR CL.1YEY s,L·s 1i11·H SL'C.H' Q•_.:is·.c·Ty
... INORG.\NIC CLAYS OF 1..0W ;CI.A( ~IU'A
"' ;; CL PLAST1c1·y,GRAVL.LY CLAYS.S.l.~':l' CL.lYS, ~@,ft ...J ..... LIQUID LIMIT LE SS THAllj ,o
- J: > SILTY' CL.\YS OR L€:.\N CL.l.YS o• ... en.:;;;; ORGANIC CLAYS OR ORGANIC S 1L T ,.· ·:,r1;1~1,,~;~1;111,~" • OL Q 0 CLAYS Qi:' LOW PL .1 ST IC· TY '~''·'' '"'""''"~···I l<.I >O 1'111< 1Jil•olu,il.lU :Z .N
1NORG.\N1C S1L"S,M1C.1CEOUS OR -~o 1111111 ~oz ,,_H OIAT0"4ACEOuS FIN( SANOY 'JR s ..... (
CIC., z SILTY ANO CLAYEY SOIL':i OR E:.. AS':",(. S l 1... TS
C:, C 41 SOILS ..,:i:
'l//;'l, lo.I> .. CH INORGANIC CLAYS CF 1-11GH ~oc LIQUID LIMIT GREATER THAN 50 PLASTICITY,OR FAT CLAYS
"'" ... ! ... ORGANIC CLAYS '.)F M(OIU ... !O HIGH 7/lii; OH
PLASTICITY, OR ORG.\N1C SILTS
HIGHLY ORGANIC SOILS Pt PE AT OR OTHER HIC.HLY ::lAGANIC SOIL
PLASTICITY CHART - Used for classification of fine grained soils
ao.----...-----,----.--------.----.-----------....... -------------
so~-...------,.... ,. : 50 ~--t----1----...---........--+--------c:
>= 40~~..._-----~-...----,----+---------.,,£--------u
~ 30~~~------+-----i>----+---.L----.-~--+--~-----~--_; a.
o...._ __ _,_ __ _._ __ ...... ___ ..._ __ _._ __ ~-~---.1.----1-.-------_.:_ ..... -1
0 10 20 30 40 50 60 70 80 90 100 110 120 Liquid Limit
SAMPLE • Sample types are
indicated as follows:
Undisturbed
Disturbed
Unsuccessful Attempt
Standard Penetration
Water Level
* =SAMPLER TYPES
M = Modified California S = Shelby Tube (Pushed)
PT= Pitcher Barrel
P = Hydraulic Piston
Water Inflow
BLOW COUNT - The number of blows required to drive the indicated sampler the last 12 inches of an 18 inch drive. The notation 100/9 indicates only 9 inches of penetration were achieved in 100 blows. Hammer driving weights and drop
heights are shown as indicated below:
Symbol Driving Weight
(pounds)
Drop Height (inches)
7
(3)
140 30 CATHEAD
[6]
© w ®
~ Heavy Caving ~ light Caving
ADDITIONAL TESTS·
UC Unconfined Compression WP Water Pressure
TD Triaxial Compression. PM t Pressuremeter
Drained SE Sand Equivalent
TU Triaxial Compression. GJ Goodman Jack
Undrained SP Specific Gravity
CP Compaction
c Consolidation TD y Tri ax i a I C o·m press ion.
Dynamic pH Hydrogen Ion Concentration PA Paleontofogic Analysis
GS : Grain Size Distribution
OS Direct Shear
PM Permeability
EX Expansion RS Resistivity
s Swell
CL Chloride
SU Sulphate
86134
LEGEND TO DRILL HOLE LOGS
PLATE A-2
SGD
CPT LOGS AND GENERALIZED INTERPRETATIONS
.c
iii '-Q.J
-'-' Q.J
§
:::r:: I-a.. w 0
iii L QJ
-'-' Q.J
§
:::r:: I-a.. w 0
LOG OF CPT SOUNDING
JOB NO: 86134A PROJECT: Wittenberg - Livingston LOCATION: Rancho Attilio
TIP fl:SISTANCE LOCAL f'R I CTI ON lk Oon/tt"21 Oon/tt•21
SOUNOltJG NO: CPT-IA SOUNDING BY: J. Powell
FRICTION RATIO PORE PRESSUI: Rt It) U IPSII
OIFF PP RA TIO RATIO AU/Qc
SGD 01\TE: 01/23/87 01\TUM: MSL sunFACE EL: +173 feet
GBERALIZED PROFILE
500 0 5 0 8 :-15 60 -.02 .08
to
5 5
10 10
15 __ ...._ ....... __._
.05 111
15,.._ ......................... _
Depth Incr-e11nmt
01 I I
5 I 5 I I I I I I I I I I I I I I I
tO I so I
151 I I Max Depth 4.6 111
SOUNDING NO: CPT-2 TIP fl:SISl »ICE
sunFACE EL: +161 feet
Qc non1tt·21
·y 500
5 '
10 10
LOCAL f'RICTION llon/ft"2l
flHCTJON RATIO Rf rt1
0 0 -
'
10
15 __ ..__...._..._..__..._...__....__~ 15...._ ......................... __,
Depth Increment
,s,..__....__..__..__,
.05 111
SHEET 1 OF 1 ·
PORE PRESSUI: OIFF PP RATIO U IPSII RATIO AU/Qc
'I' l j'" ..
' I I I
I
I
I
I
I 10 I
15 I
I I I
I I I I
I to I
,s..._...._.....__...__.--'
Mex Oeptn: 3.9 111
0 Of Silty Clay/ Clayey Si 1t
5-
so
I
15
DI\ TE: &aiew.IZED
PRO"ILE
..... 0
so
20
30
t ._ 50
01/23/87
o-----
5
10
Qf Silty Clay/ Clayey Si 1 t with minor
fine grained Sand
15..._ ____ _,
10
20
30
40
50
CJ m -0 -4 :::r::
-.... m co ("T
CJ m -0 -4 :::r::
:; m Ill ("T
PLATE A-3.1
CPT-1A Engineer : J. Powell CPT Date :1-'.:3-87 Location :RANCHO ATTILIO Sounding : CPT 1A Job No .. :96134A Water table ( feet ) : 49.99757 Tot. Unit Wt. <avg) : 120 pcf
DEPTH Qc lc1vgJ Fs (avg} Rf lavq) SISV' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su
(aeters) (ffft) (tsf} Its fl m (tsf) m deg. N tsf
0.28 . 13.67 0.22 1.bj 0.03 clavey silt to silty clay :JNDFND UNDFD 7 .1 .I
0.58 ., 1s.io 1. 00 5.36 0.08 clay UNDFMD UNO FD 18 1.-2 ,.
0,93 3 35.SB 1.60 4.50 0.15 silty clay to clay UNDFMD ·. UNDFD .,-.. ...1
., ...
.... :...1
1.:2 4 29.75 1.58 5.29 0.21 chv UNDFND UMDFD 28 1. 9
1.52 5 :2.72 2.14 b.55 0.27 clay UNDFND UNDFD 31 2.1 1.82 b :5.43 2.44 b.89 o.~ clay UNDFNO UNO FD 34 2.3 2.12 7 46.69 3.2:S b.91 0.39 chy UNDfMD Wff)Fi) 45 3.0 2.42 a 29.43 2.28 7.i4 0.45 chv UHDfND UNDR) 28 1. 9
2.72 9 21.40 1.51 7.05 0.51 chv UMDFMD UNDFD 21 1.3 3.02 10 32.00 2.45 7.bo O.!i, chy UHDFMD WfflFD !l 2.0 - .... 11 27.58 1. 70 b.16 0.62 clay UNDFND UNDFD 26 1 ..
-'•""" ••I
3.62 12 :4.17 2.:0 7.31 0.68 clay UNDFMD UHDFD :3 2.2 3.72 ,-• .:i 27.67 1. 83 ' . ., :>.o,,. O.i4 :lay UHDFND UNDFD :1 1. 7 4.:U 14 38.58 1.50 3.SS o.so clayey silt to silty clay UNDFMD UNDFD 18 2.5 4.!2 1r
,.J 179.97 . -0.38 -·).21 o.a., andefined UNDFHD UNDFD UDF UNDEFINED
Dr - All sc1J1ds (Ja.aiolko,ski !t al. 198Sl PHJ • Robertson and CJapc1J1ella 1983 Su: fta 15
++++ Note: Fer interpretation pur,oses the PLOTTED C?T PROFILE should oe usea ~1th the THBULATEI> OUTPUT fro1 CPTINTRl (v 3.02> fo+t-t
CPT-2 Engineer : J. Powell CPT Date : 1-23-87 Locat:on :RANCHO ATTILIO Sounding : CPT: .Jab Na. :86134A Water table ( feet ) : 49.99757 Tot. Unit Wt. <avg> : 1=0 pcf
DEPTH Qc lavg> Fs lavq) Rf lavq) srsv· SOIL BEHAVIOUR TYPt EQ - Dr PHI SPT Su 1,etersl If tttl nsf I (tsf) m ltsf) (1) deg. :,, tsf
·J.ZB 1 70.:9 0.47 O.bi 0.03 sc1J1d to silty sand }90 >48 17 UNDEFINED O.SB 2 ::.46 o.~o 1. 48 o.oe silty ~nd to sandy ;ilt 70-80 %-48 11 UNDEFINED v.93 3 35.Bo 1. 4:S 3.9q 0.15 . clayey silt to silty clav UMDFND UNDFD 17 ., -.... J
1.:2 4 40.23 1. 91 4.74 0.21 silty clay to clay UNDfND UNDFD 26 2.6 l.!2 5 26.10 1. 42 s.u 0.27 day UNDfffD UNDFD 25 1.7 1.S2 i, 25.06 1.39 5.55 0.33 clay UNDFND UMDFD 24 1.b 2.12 7 26.25 1.40 S.32 0.39 clay UNDFMD too)FD :s lot' :.42 3 26.i,8 1.43 s.:s o.~5 clay UNDFMD UNDFD 26 1. 7 2. :-2 9 24.24 1 • .25 S.15 0.51 div UNDFND UNDFD 23 1.5 j, ,)2 10 :o.H 1. 4-0 4. o-0 O.So silty clav to clay UNDFND UNDFD 19 I. 9 :.:2 ll 34.04 1.6i 4.90 O.b2 chv JNDFND UNOFD .;,." :.~ 3 • .j2 12 38.95 3.43 !.36 0.08 clavey silt to silty clav UNDFHD UHDFD 4j 5.S
----Or - All sanas (Jaaialko•ski et al. 1985) PHI - Robertson and CJ1aanella 1983 Su: Nk= 15
+t+t Note: For interpretation purposes the PLOTitD C?T PROFILE should be ijSed uith the TABULATED OUTPUT fro1 CPTINTR1 (v 3.02) ttfo+
PLATE A-3.2
LOG OF CPT SOUNDING
SGD JOB NO: 86134A 01\TE: 01/23/87 PROJECT: Wittenberg - ~ivingston SOUNOING NO: CPT-3A 01\TUM: MSL LOCATION: Rancho Attilio SOUNDING BY: J. Powell SURFACE El: +152 feet
TIP RESISUHCE LOCAL FRICTION FRICTION RA TIO POOi: PRESSLllE OIFF PP RATIO GBERALIZED Qc (Ton/ft"2) 1Ton/ft"21 Rf fl1 U IPSII RATIO AiJ/Qc PfU'-'tlE
0 500 0 5 0 8 -15 60 -.02 .08 0 -- 0 - 0 ~ 0 0
o.Qtp
Organic Silty Clay
so
I 5 I 5-
U)
( ( I I c.. I I I Ir~ CJ OJ rn .J
I I "U Q.l ~
5 I I :::r:
I
..]~ J,,] > l .. l~ l..l :~ J..j Ii l ,,]interbedded I L 30
Cl.l I- ro a. n-w 0
Sand and fine Gravel and Silty Sand/ Sandy Silt
:\ I I ~ I I I I- 40
I I
t51 I I t5' I 15-
Depth Incr-e-nt .0:5 "' Mex Oeptt\ : 13 . .45 111 ..... 50
SHEET 1 OF 1 PLATE A-3.3
CPT-3A Engineer : J .. Powell CPT Date :1-2::-87
Location :RANCHO ATTILIO Sounding : CPT 3A Job No. :86134A Water table ( feet ) 10.1995 Tot. .Unit Wt. (avg) : 1::0 pcf
DEPTH Qc lavg) Fs Ing) Rf (avg) srsv· SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su
· (1eters) (feet) !tsfi (hf} m (tsf) CL) deg. N tsf
-o.:a 1 ...... - 0.60 :.:o 0.03. Sindy silt to clayey silt UHDfHD UHDFD 10 1.8 ... , • .,,.i
0.58 2 21.!S l.~3 5.:4 o.os clay UNDAID UNDFD Zl 1. ~
0.93 3 24.29 l.i,7 o.a9 0.15 clay UMDFMD UNDFD ., .. .. J Lb
1.22 4 15.01 o. 91 b.05 0.21 clay UNDFND UNDFD 14 .9 1.52 5 9.24 0.61 6.62 0.27 clay UHDFMD UNDFD 9 .5 1.82 6 l2.4o 0.70 5.63 O.!i chy WCDFHD UHDFD 12 .a 1.12 7 13.62 o.oS 4.n o. 39 clay UNDFMD UNDFD 13 .a 2.42 8 16.04 0.82 5.11 0.4S clay UMDFHO UNDFD 15 1. 0 2. 72 9 14.ZO 0.02 4.3o 0.!1 chy UNDFNO UNO FD 14 .9 3.02 10 12.45 0.59 4.72 O.!b clay lJMDf}fi) UHDFO !2 .7 :.:2 11 12.14 0.60 4.90 0.02 chv UNDFHD UNO FD !1 • 7
3.02 12 !O.b4 0.49 4.bl o.z,s clay UNDfND UHOFO !O ,!:,
:. 92 !3 12.15 0.02 5 • .)7 0.!:,7 day UNDFND UNDFD 12 . i 4 • .U 14 12.28 OS7 4. i,.,4 O.iO clay UMOFNO UNO FD 12 • 7 4.52 15 10.94 o.« 4.07 o.n clay UN DAW UNDF1> 10 .~ 4.83 16 26.01 1.26 4.54 o.;o day WCDFHO UNDFD ZS 1. la
5.13 17 19.oS 1.0o S.39 0.79 r:hy UMDAID UNDF1> 19 1.2 5.43 18 14.28 o.n 5.05 o.a2 clay UNDFMD UNDFD 14 .a S.73 19 14.43 0.74 S.14 0.85 clay UHDFMD UNDFD 14 .s b.03 20 12.84 O.!S 4.:1 0.37 chy UHOFM'O UNO FD 12 .7 .;.:a 21 13. 92 0.53 :.ia 0.90 silty clav to clay UNDFMD UHDFil ~ .a b.bB 12 14.:5 0.!7 3.~9 0.93 clay UHOFMO UNO FD 14 .8 .;.18 :3 11.;1 0.74 4.!B 0. 96 s1ity clay to clay UNDFMD UNO Fil 11 1.i)
i .~..> 2~ 16.S3 O.bo 3.14 v.99 silty r:lav to clay UMDFHD UNO Fil 11 1.0 7.63 .,C' 15.93 0.70 4.:7 l. 02 c!av !ml>FNO UNO FD 15 .9 .. .; i.93 :o 16.94 O.i2 4.~ 1.05 clay UNDAIO UNO FD 16 1.0 s.:3 17 20.02 0.89 4, 4,4 1. 08 clay UMDFND UMDFD !9 .1.: S.!3 :s 24. 98 1.19 ca 1.11 clay UNDFMD UNO FD 24 1.5 a.a3 :9 ::.i7 1.:1 S.11 1.14 clav UHDFND UNO FD ... -.. ~ 1. 4 q.13 :o out .... - :.:1 l.17 sandv silt t~ clavey silt UNliF14D UNO FD :7 4.5 ...... .J
. 1, ~·:. :1 :57.91 2. j4 !. 1)6 ! . !Cl sand )90 .14-.&6 .lQ UNOErINED :. -- . ., JB.:S 2 • .:a '· ;o ...... s1ltv :lav to clav IJNOFND UttDFD :1 :.1 ., .. . .......
!0.03 :3 28.50 !.OS :.~a :.:s :lavev silt to silty clav ~NOFNO UNO Fil !l l. 7 10.:;3 :4 04.25 l.~ 2.!3 1.:s sanay silt to clavey silt UMOFMD UNDFD :s 4 .1 10.03 :s 61.09 ., -.. ,~ 4. -4, Ul clavey silt to silty clay UNDFND UNDFO :9 :. 9 10.93 :o 1S2.65 4.i9 !.14 1.3-4 sanav silt to clayey silt UNDFND UNDFD >SO 10.0 11.13 37 229.51 3.S3 1.07
... •• .:-<i sand to silty sand S0-90 42-44 )~0 UNDEFINED
11.53 38 94.iB :.:c :.!4 1.:9 sanov silt to clayey silt UNDAID UNDFD 3J, 0.1 11.33 :9 20~.76 ~.13 2.49 1. 42 s1lty sand to sandy silt 80..QO 42-44 >SO UNDEFINED 12.13 40 306.:: 5.~4 1.91 1. ~5 sand to sll tv sand )90 44-"c iSO UNDEFINED 12.43 ·Sl 111. 92 3.21 2.87 1. 48 sandy silt to clayey silt UNDFHD UNDFO 43 7.3 12.78 42 169.01 3.oj 2.1A 1.51 silty sand to sandy silt 70-30 40-42 )50 UNDEFINED 13.08 u 158.09 5.24 l.32 1. !4 sanav silt to clayey silt UHDRfD UNDFO :·~O 10.3 13.:;a 44 123.02 1.81 l. 47 1.57 sand to silty sand 60-70 38-40 29 UNDEFINED
-----------------~r - All sands (Jaaiolko111ski ft .al. 1985) PHI - Robertson and Caaoanella 1983 Su: Hie= 15
tt-tt Note: For interpretat.on purposes the PLOTTED C?T PROFILE should ~e used •1th the TABULATED OUTPUT fros C?TIHTRl (v ;.02> ••••
PLATE A-3.4
U)
L OJ "'-' OJ
..s
I ~
a. UJ 0
in L OJ .., Q.l
.§
I t-· a. UJ 0
LOG OF CPT SOUNDING
JOB NO: rnOJECT: LOCATION:
86134A Wittenberg - Livingston Rancho Attilio
TIP RESISTANCE Qc fTon/ft"21
LOC.&l FRICTION llon/ft "21
0 500 0 5 0. O+-<-..._..__....__....__.
101 i 101 ..
ts...___.__.._ .......... __.
SOUNDING NO : CPT-4 SOUNDING 8 Y: J. Powe 11
FRICTION RATIO PmE PRESStJE OIFF PP RATIO Rf Ill U !PSI) RATIO AU/Qc
t! -15 60 -.02 .08 If - I
. ~ !--> -1 .
~t:::> I ~t----
' 5
I I I I I I
I I I I I I
10 lO I 10 I I I I I I I I I I I I I I I
1,------ 15 I 15 l
Oeoth Incre•tont .0!5,. Mex Depth !5.8!5 m
SOUNDING NO: CPT-58 TIP AESISlAHCl Qi: Oon/tt·21
LOCAL nucn ON non;rt "ll
500 0 .,._ ......... ~--------~......., o.--~----~
I I 51 1
sunF ACE EL +119 feet rAICTIOH RATIO PME PAEssmE 011"1' PP RATIO
Af Bl U IPSIJ RATIO AU/Qi: e -15 &0 -.02 .oe
~ I 0~~~"""'"----t
!:>
I I
'1 1 5 ' I
I I
I I I
I I
101 -I 101 -I 10{ -! 10 I
I
I I
I I
I
I 15 __ ...._ __ ....__....__...._..._...._ .................... 1,------- t5LJ I
Deoth Incre-nt .0!5 .. Mex Depth 3. 7!5 m
SHEET 1 OF 1
SGD DATE: 01/23/87 DATUM: MSL SURF ACE EL : + 133 feet
GENERAL I ZED F'fU"llE
o.Qfp
Clayey Silt
Silty Sand Sand r.,
5{Sand and Gravel
--H 20 0
rn -0 -I
--ro ro
30 ,..,.
I 11 10
. 40
15 I
50
DI\ TE: 01/23/87 GOElW..IZfD
PRCl'JLE
o.Qfp
Sandy Silt
Si 1 ty Sand to Sand
Sand and I .._ to Gravel
r I ~ 20 0
m -0 -I I
--ro ro
]O ,..,.
I 11 10
•o
15,-------i
50
PLATE A-3.5
CPT-4 Engineer : J. Powell CPT Date : 1-23-87 Location :RANCHO ATTILIO Sounding : C?T 4
Job No. :86134A Water table ( feet ) : 49.99757
Tot .. Unit Wt. <avg) : 120 pcf
DEPTH Qc lavg) Fs lilvg> Rf lavg) SISV' SOIL BEHAVIOUR TYPE E.q - Or PHI SPT Su
(aeters> (fHt) ftsfJ (tsf) m ltsf) m deq. H hf
-0.28 1 13 • .ZO O • .J4
.. ., .> • .;"' 0.03 silty clay to clav UNDFND UNDFD 9 .s
0.58 2 8.17 0.27 3.24 o.oa clay UJU)FHD UNDFD a .s 0.93
,. 10.«. O.Sh 5.40 0.15 clay UNDFNO UNDfl) 10 .o . ..,
1.22 4 8.07 0.49 6.09 0.21 clay UNDFMD UNDFD 8 .5 1.52 s 9.o7 0.25 2.S7 0.27 silty clay to clay UMDFHD UNDFD b .b
1.82 0 25.56 0.11 0.44 0.33 silty sand to sandy silt 40-SO 38-40 a UNDEFINED 2.12 7 24.76 o.:zs 1.H 0.39 sandy silt to clay!y silt UNDFMD UNDFD 9 1.ll
2.42 8 23.% 0.39 1.hS 0.45 sandy silt to c!ay,y silt UNDFMD UNDFD 9 1.s 2. 72 9 94.61 0.99 1.05 0.51 sand to siltv sand 70-80 42-44 23 UNDEFINED ].02 10 91.!5 0.71 0.78 O.S6 sand to silty sand 70-90 42-« 22 UNDEFINED :.:;2 11 114.al 0.72 0.63 O.o2 sand 70-BO 42-« .,.., UNDEFINED ...... : • .)2 12 142.:4 O.S9 0.62 o.oa sand 30-90 44-c16 :7 UNDEFINED 3.92 13 147.:S 1. 43 0.97 0.7.4 ;and 80-90 U-46 :s UNDEFINED 4.12 14 199.42 l.b2 0.91 0.80 sand 8HO 44-4', JS UNDEFINED 4.52 !S 311.24 • 3.S7 1.15 0.8b sand }90 4b-48 )50 UNDEFINED 4.33 16 249.54 2.1>4 1.06 0.92 sand · }90 · 44-46 4S . UNDEFINED 5.!3 li 188.62 3.34 1.17 0.98 sand to silty sand 80-90 42-« 4~ UNDEFINED 5.43 18 324.Sls ~.54 1. 70 l .04 sand to silty sand )90 44-46 )50 UNDEFINED s. 73 19 200.73 2.45 l .,., ....... 1.10 sand 8HO 42-« 3S UNDEFINED -
Dr - ~11 sands (Juiolkowsh et al. !985) PHI - Robertson and Ca1oanella 1983 Su: Nk::: 15
•~• Note: For 1nteroretat1on purposes the PLOTTED :PT PROFILE should be usei:1 with the T~BUI.ATED OUTPUT froa C?TINTRl (v !.02) t-t+i
CPT-58 Englneer .J • Powel 1 C?T Date : 1-::::-37 ~ocation :RANCHO ATTILIO Sounding :CPT 5B Job No. :86134A Water table ( .;.eet. ) 49_,:;9757 Tot. Unit Wt. (avg> : 1::0 pcf
DEPTH Qc !avg) Fs lavq> Rf lavq> SI6V' SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su (111etersl I feet} (tsf) (tsf l m (hf) m deg. N tsf
0.28 1 16.!5 -0.02 ·0.13 0.03 undthned UMOFHD UHDFD UOF UHDEF!NED 1).!8 ... :s.oo 0.02 0.07 0.08 silty sand to Sindy silt 60-70 46-4'8 9 UNDEFINED 4
0.93 - 17.:b 0.01 0.03 0.15 silty sand to sandy silt 4-0-50 .&0-42 b UNDEFJHED ..,
1.22 4 23.40 0.08 0.:5 0.21 silty sand to sandy s1lt 40-50 40-42 i UNDEFINED 1.52 5 13.27 0.09 O.b5 0.27 sandy silt to clayey silt UHDFND UNOFD 5 .8 1.82 ., 19.71 o.« 2.24 0.33 clayey silt to silty clay UNDFMD UNDFD 9 1.2 :.12 7 160.13 2.38 1. 49 0.39 sand to silty sand }90 46-48 :a UNDEFINED 2.42 8 114.97 U4 I. !7 0.45 sand to silty sand 8HO H-4o za UNDEFINED 2.72 9 131.62 1.64 1.25 0.51 sand to silty sand 80-90 ,14-46 . .,
.>.,. UNDEFINED 3.02 10 2!8.47 1.98 0.79 0.56 sand >90 4b-48 46 UNDEriNEil 3.:2 11 11:.65 2.16 1. 92 O.b2 s1lty sand to sandv silt 10-ao ~2-{A 36 UNDEFJNEI' : • .;2 12 UB.21 4.!4 1. 91 o • .;a sand to silty sand ;90 46-48 '•SO UNDEFIW
-------l)r - All sands (Ja1111ioikoeesh et al. 1985) PHI - Robertson and C.a1panella 1983 Su: Nk= 15
tttt Note: For 1nteroretat1on purposes the PLOTTED CPT PROFILE should be used 1ith the TABULATED OUTPUT froa CPTINTR' , 3
PLA I
LOG OF CPT SOUNDING
SGD JOB NO: 86134A DATE: 01/23/87 PROJECT: Wittenberg - Livingston SOUNDING NO : CPT-6A DATUM: MSL LOCATION: Rancho Attilio SOUNDING BY: J. Powell sunr ACE El : +126 fPet
TIP RESISTANCE LOCAL FRICTION FRICTION RATIO PORE PRESS\R: OIF'f PP AA TIO GfNERALIZfO Qc (Tori/tt•21 ITon/tt.·21 Rf CS) U 'IPSII RATIO AU/Qc PRlJ"IlE
0 500 0 5 0 B -15 60 -.02 .09
·~ I ·~ ·i; LD I ]J I O Qfp
Silty Sand Sand
I I nr .. I I I ! I I
I I 5 5 I 5 I 5
in I I L I I
I r a, .w
I I a, ..§
I
.. l J..j J..j J..j I J..j I
J.. I I l 30
f-a. I I w 0 I I
15-.._ ....... ..___..___......_......._.._J ,~-------.......... 15...__._..._ .................... 15.-..... - .............. - 15 Oeotl"I Incr-e111ent .0!5 m Mex Oeptn 1.9!5 m
SOUNDING NO: CPT-7 TJP RESISTANCE Ot Oori/tt·21
sunFACE El: +140 feet DATE: 01/23/87
in L OJ -1.J
OJ ..§
I f-a. w 0
LOCAL flUCTJON FllICTic.f RATIO P1R: ~ DIFF PP RATIO (Ton/ft ·21 Rf 111 U IPSII RATIO AU/Qc
0 500 0 O o..---- o e -15 60 -.02 .oe 0+--_...._ __ -4
5 5 5 5 I 5 I I I I I I I
I I I I I I I I
10 10 10 10 I to I
15 15.._ _ _.__..___.__. ts,._.._...._ _ __..__.
.0!5 111 Oeotl"I Incr-e111ent ts------......... 15..__ .......................... __.
Mex Oee>th: 2.2 m
GeNER.ll. I ZED PRlFILE
0 'af
5
10
15
Silt
Silty Sand to Sand Sand and -Gravel
40
50
10
20
30
40
50
SHEET 1 OF 1 PLATE A-3.7
0 rn "'O
. -l I
ro CD .....
CJ rn "'O -l I
:; ro ro .....
Engineer : J. Powell Location :RANCHO ATTILIO Job No. :86134A
CPT-6A CPT Date :1-:3-97 Sounding : CPT 6A Water table (feet)
Tot .. Unit Wt .. Cavg> : 120 pcf
DEPTH Qc (avg) Fs (avg) Rf (avg) SI6V' SOIL BEHAVIOUR TYPE Ett - Dr PHI
(aeters> !feet> Ctsf> (hf} CIJ (hf) m deq.
0.28 1 17. i5 -t,).02 -0.09 0.03 und!fi ned UHDm UNDFD 0.58 2 34.4l -0. 01 -0.03 0.08 undefined UNDFND ·uNDFD 0.93 3 82.32 0.94 1.1-4 0.15 sand to silty sand 90--10 >48
1.12 4 156.ll 1.12 0.72 0.21 Wid ~o )48
1.52 5 106.69 O.!S9 0.53 0.27 sand 80-90 4b-.i8
1.82 6 51.0l 1.22 2.39 o.~ sandy silt to cl ay.y silt UlU)AiO UNDFD
Or - All sands (Jaaioiko•ski et al. 1985) PHI - Robertson and Ca10anella l98l Su: Mk= 15
49.99757
SPT Su N tsf
UDF UNDEFINED UDF UNDEFINED :o UNDEFINED :o UNDEFINED 20 UNDEFINED :o 3.3
++++ ~ote: For interpretation purposes the PLOTTED C?T PROFILE should be uslMI N1th the TwBULATED OUTPUT fro1 C?TINTRl (v :.J2> +++t
CPT-7 Engineer : J. Powell Location :RANCHO ATTILIO Job No. :86134A Tot. Unit Wt. Cavg> : 120 pcf
DEPTH Qc !avg) Fs !avq> Rf (avq) SI6V' ( 1eters> lhet> (hf) (hf) m (hf)
0.28 6.oo 0.01 o.::s 0.03 0.59 : a.st 0.06 O.b4 0.08 0.93 3 11.48 0.24 2.13 0.15 l .,., .... ,4 61.48 O.S9 l.4o 0.:1 l.!2 s !1.7. 40 2.56 1.12 0.17 1.82 b 270.!4 2.72 1.01 .. ::3 2.12 7 ns.95 0.32 0.10 o.:9
Or - All sands (Jaaiolkowski et al. 1985) PHI -
CPT Date :1-23-87 Sounding CPT 7 Water table C feet ) 4Gl.99757
SOIL BEHAVIOUR TYPE Eq - Dr PHI SPT Su m dfiJ. H tsf
sensitive fine grained UNDFHO UHDFD ·) .4 sens1t1ve fine grained UNDFMD UNDFD 4 .5
clavey silt to silty clay UMl>FffD UNDFD 5 .7 silty sand to sanay silt 10-eo U-4o :o UNDEFINED
sand }90 i48 44 UNDEFINED sand }90 ~48 >SO UNDEFIHED
qravelly sand to sand }90 )~ )50 UNDEFINED
Robertson and Ca111Danella 1983 Su: )lk:r 15
++++ ~ote: For 1ntercretation purposes the PLOTTED CPT PROFILE should be used i1th the TABULATED OUTPUT fros CPTINTRl (v 3.02) ••++
PLATE A-.3.8
in L Q)
-'-' Q)
..§.
I f-CL w 0
in
LOG OF CPT SOUNDING
JOB NO : 86134A PROJECT: Wittenberg - Livingston LOCATION: Rancho Attilio
SOUNDlrJG NO : CPT-8 SOUNDING BY: J. Powell
SGD DATE: 01/23/87 DATUM: MSL sunr ACE EL : + 143 feet
TIP RESIST ANCf De 1Ton/ft·21
LOCAL FRICTION FRICTION RATIO PVtt PRcSS\A: OIFF PP RATIO 68£R.AllZEO PROFILE llon/ft"2l Rf Ill U IPSII RATIO AU/Qc '[ 1 ·n ·r;1 o" ~ 6" '"
I
\ I I I
af Sandy Cl aye) Silt
with Gravel
5i -f
I I
!Ol ~ 10i ~
S5_...._....._...._...__......_......_.......__,__J 15"---------0eptt, Incre-nt
SOUNDING NO : CPT-9 TJP AESlSl »ICE
0 0 .
I~
I 5
Qc Oon/tt ·21 500
L DCAl flU CTI t:,j non/ft ·21
5
tO
15
o~ "'
I I
10
I I
51 : 1 5
H 20 I 5 I
I I I I I I
30
I 11 IOi I -f 10
I 0 I
I I I I 40
I I I
15..__ .............. _.____..__. t5·-----.J M•x Oeotn 2.4 111 50
SURF ACE EL : + 155 feet DATE: 01/23/87 FRICTION A.&lIO P1'IE PREssmf OifT PP RATIO G£HE'RALIZ£D
Rf Ill U IPSJI RATIO AU/Qc PRCJ"ILE -15 50 - .02 .09 0 0 0...-----......
c...
!l !IM~ ..
CJ n, u ~
I
--ro ro .....
i I I I I I I I '. I I : I I r~ ; .J J..j J..j J..j : J..l : J..1 I L30 ;
15_....___......___,__.__.__... ___ ......, 15..___....__.____........, t5------Oeptt, Incre-nt .o,.
SHEET 1 OF 1
t5·_....._...__._..._ ... 15..._...._.....__._ __
Mex Depth: 3 m
,o
t5------
50
PLATE A-3.9
CPT-8 Engineer : J. Powell CPT Date : 1-23-87 Location :RANCHO ATTILIO Sounding : CF'T 8 Job No. :86134A Water table ( feet ) 4c:;,. c:;,97~7
Tot. Unit Wt. (avg) : 120 pcf
DEPTH Qc (avg) Fs fng> Rf (iVCJ) SIGV' SOIL BEHAVIOUR TYPE Eq - Dr PHI S?T Su
(1etl!rs> I feet) <tsf) (hf) m (tsf) m deg. )4 tsf
1).18 1 10.76 0.02 0.20 0.03 · sandy silt to clavey silt JHDFHD UNDFO 4 .7
o.:s 2 12.SS 0.02 0.10 o.oa silty sand to sandy silt 50-60 .S,4"'.'46 tJNDEFINED o. 93 ~ 30.09 0.23 O.ib 0.15 silty s.nd to s.ndy silt So-60 4.4-46 10 UNDEFINED 1.22 4 28.:S o:n 0.97 0.21 siltv sand to sandy silt 50-bO 42-44 q UNDEFINED 1.52 5 ~.SS O.i.,9 2.05 0.27 sandy silt to clayey silt UMDFMD UNDFD 13
., ., ..... 1.82 6 28.02 0.09 1.47 0.33 s.uady silt to clav,y silt UNDFMD UNDFD 11 1.a 2.12 7 31. ;ra o.~ 1. 76 0.3? sandy silt to clav,y silt UNDFMD UNDF'!l 12 2.0
Dr - ~ 11 sands I J a11 olk o.siti et al. 1985 l PHI - Robertson and Caaoanella 1983 5u: Nk= 15
+t+t Note: For interpretation purposes the PLOTTED CPT PROFILE should be used with tn, THBULATED OUTPUT from CPTINTRt Iv 3.02) tt+i
CPT-9 Engineer : J. Powell Location :RANCHO ATTILIO Job No. :861=.4A Tot. Unit Wt. (avg) : 120 pcf
DEPTH Qc (avq) Fs (avq) Rf (avg) SI6V' leeters) ( f 1!1!tJ (hf) (tsfJ m ltsf)
o.:s 1 17.05 0.10 o.ss 0.03 0.58 2 24.38 0.49 2.00 0.08 0.93. 3 · 23. 49 O.bS 2. 91 0.1~ l .. ., .... 4 20.:e 0.90 4.45 0.21 l.!2 5 19.;l o.a1 4.li9 0.27 l.92 b 20.11 0.82 4.09 o.::s 2.12 7 20.03 0.71 3.!o o.~9 2.42 a !9.S4 o. 4-4 1.12 0.45 1.12 9 42.40 0.55 1.29 0.51
Dr - All sanas (Jasiolko.ski et al. 198~) PHI -
CPT Date : 1-::::-87 Sounding CPT 9 Water table < feet i 49_qc:;,757
SOIL SEHAYIOUR TYPE Eq - Dr PHI SPT Su 1%) d!q, N t,f
s.andy silt to cJay~ silt UNDFND UNDFD : .. .. . sandy silt to clavev silt UNDFND IJNDFD :; '. • .'! clavey silt to silty clay UNDFND UNDFD :1 !.~
chy UNDFND IJNDFD 19 1.3 silty clay to clay UNDFND UNO FD 13 1.2 silty clay to clay UNDFND UNDFD 13 u silty clay to clay UNDFND UNDFll ,4
•-> 1.3 silty sand to sandy silt 50-60 40-42 1~ UNDEfjNED silty sand to sanay silt 50-60 ~0-42 14 UNDErlNED
Robertson .ind l:.iifllfJanella 1983 Su: Nk= 15
tt++ Note: For interpretation purposes the PLOTTED C?T PROFILE should be used Nlth th@ TABULATED OUTPUT fro1 C?TINTRl !v :.v2) t++i
PLATE A-·3.10
en
~ .2 .. en cu c...
;:;:; cu >
u cu
l.U
..., .!::! c... cu
:,..
LEGEND TO CPT INTERPRETATIONS SGD
0 c -'-IO CD
CD 1 CD c 0 u
~ ~ 3 ~
,11 \ ~ 0 1 Z 3 4 5 a 1 8
Frict1on Aat1c CX)
USC C?T Class1f1cac1on Chart
CONE aORr.;s - Ile lbanl
0 100 ZDO 300 400 500
o~
'l\· ' ~ . ' -- - . ~\. \ ·, ·..... .. ~\\ \, , ·,, I --~ : .. ~ -f i\\\ \ \ . I\',\ ' I I I - . , • ..._
, \(\f\ '11 ·,f -. . 1- . _:~
\ \ I ·l \ I ; ; . \ , , . z------~~..;..._--__...,.~~
1 \\\l\ \l . '," '··,,, __ 1 I I \ ._ ·, I i_ \ I
1, \ '.
\ I \ \ \ \ \ \
\ \ \ '\ \ \ \ \ \ \
I '· \
\\ \\ \ \ \
\ \ \ I . \
.» lZ 31 JI ]I " CPT - rnrc~O.'I .1H6LE COAREUTION Rooertson and camoanel!a ~983
86134
\
...
.CZ
-;;; ~ .a.
'" en .... c...
vi u > .... u cu
~ .., u .... c... IU >-
?An• Qc:/H 5o U 8111\av 1- · 'TYD•
1J a eena u.1 ve t 1ne or• 1nec:t 2J 1 or911n1c .. cer1al JJ 1 cl•v ~ 1.~ e1ltY clay to clay :!) 2 clayey Ult to Ult·Y clay 5) Z.!5 •a.nay ailt. to clayey e1lt. 71 l •1lty aana to eanay e1lt SI 4 aana to aUty aana ~ ' 8111\G
101 a ar•ve l l y aana to eana 11J 1 very et.1tt :'1na va1nea. (•O
t.J 2 eena co clayey •- 1111
l•J ovarconeol1aat.ac:t or c--.nt.ea
CONE SEJRilffi - Qc lbarsl
0 !00 200 ~ J.00 500
O i~t> i . . '.
\\\ {\~,
\ \I\ \I\ I \\\ ~ \l \\ \ \ \ \ \l\t ·1 h \ \ \ \ \
cm sas :us Im
C?T - ;.if:.A TM DENS.IT( COv1ELl Ti ON ~11 sanes (Jam1olkowsli ~~ al. ~gg:)
PLATE A-4
m
February 1987 -Bl-
APPENDIX B LABORATORY TESTING
SGD 86134
Laboratory tests were performed on representative
undisturbed and bulk soil samples in order to estimate the
engineering characteristics of the various earth materials
encountered. Testing was performed in accordance with one of the
four following references:
1) Lambe, T. William, Soil Testing for Engineers, Wiley, New York, 1951.
2) Laboratory Soils Testing, U.S. Army, Office of the Chief of Engineers, Engineering Manual No. 1110-2-1906, November 30, 1970.
3) ASTM Standards for Soil Testing, latest revisions.
4) UBC Standard No. 29-2 Expansion Index Test Method.
MOISTURE AND DENSITY DETERMINATIONS Moisture content and dry density determinations were
performed on all undisturbed samples collected to evaluate the
natural water content and dry density of the various soils
encountered. The results are presented on the drill hole logs.
ATTERBERG LIMIT TESTS Atterberg limit tests were performed on four represen
tative samples of the earth materials. Liquid limits and plastic
limits were determined in accordance with standard test methods
ASTM D423 and D424.
Drill Holes.
The test results are shown on the Logs of
February 1987 -B2- 86134
TOTAL ORGANIC CARBON DETERMINATION The total organic carbon was determined on one repre
sentative peat sample from Drill Hole 4 at a depth of 25. feet.
The sample was· ~ir dried, then the organics w~re burned off in a
crucible. Total organic content of the sample is 10.7 percent by
weight.
February 1987 -Cl- q;q4
APPENDIX C
SEISMICITY :ANALYSES
An analysis of the seismicity of the proposed Rancho
Attilio was conducted using the computer programs EQSEARCH,
EQFAULT, and EQRISKCU. The following describes the general
methodology of each computer program and summarizes the principal
input data used for the seismicity analyses.
EQSEARCH Program Methodology. EQSEARCH (Blake, l 985a) is a
BASIC computer program that performs automated searches of a
custom catalog of historical southern California earthquakes. As
the program searches the catalog, it computes and prints the
epicentral distance from the project site to each of the earth
quakes within a specified search area. From the computed
distances, the program also estimates (using an appropriate
attenuation relation) the peak horizontal ground acceleration and
th~ Modified Mercalli intensity that may have occurred at the
site due to each earthquake. Program output consists of a
listing of historical earthquakes within the search area, a map
showing epicenter locations, a seismic recurrence curve plot, and
a plot of probability of exceedance versus peak horizontal ground
acceleration.
Search Parameters. To use EQSEARCH, the following
principal input parameters are specified:
o Site coordinates
o Search dates
o Type of search
o Magnitude limits for search
o Acceleration attenuation relation
o Earthquake catalog to be accessed
February 1987 -C2- 86134
The input parameters used for the EQSEARCH analysis are
printed on the first page of the EQSEARCH output.
Site Coordinates. Site coordina~es are specified
in decimal degrees of latitude ~nd longitude. Site coordinates
must lie within the latitude limits of the earthquake catalog,
i.e. between 30.000 degrees and 36.500 degrees north latitude.
For the project site, coordinates of 34.2781 north latitude and
119.1517 west longitude, that correspond with the central portion
of the site, were used.
Search Dates. EQSEARCH allows limited user-
selection of search dates. Search dates are specified as
starting and stopping years. Month and day specification is not
available~ For the project site, search dates of 1800 to 1985
were used.
Type of Search. Two types of search are available
with EQSEARCH: 1) rectangular search and 2) radius search. A
rectangular search uses limiting latitudes and longitudes to
specify a curvilinear, rectangular search area. A radius search
uses the specified site coordinates as the center of a circle.
with a user-selected radius. For the project site, a 100-mile
radius was searched.
Magnitude Limits for Search. EQSEARCH allows the
specification of minimum and maximum earthquake-magnitude search
limits. Allowable magnitude limits for EQSEARCH range from 4.0
to 9.0. For the project site, a magnitude range of 4. 0 to 9. 0
was specified.
Acceleration Attenuation Relation. Seven methods
of computing peak horizontal ground acceleration attenuation are
available in EQSEARCH. The user selects one of these attenuation
relations to allow estimation of the effect that each earthquake
in the historical catalog had at the project site. The program
uses the selected attenuation relation to compute attenuated peak
horizontal ground acceleration at the site from each of the
historical earthquakes located within the search limits. The
February 1987 -C3- q[iJt
site acceleration computed for each earthquake is also used to
estimate the corresponding Modified Mercalli intensity at the
site using the relation of Murphy and O'Brian (1978). For the
project site, the recently developed "unconstrained" mean
attenuation relation of Campbell (1981) was used to estimate site
ground acceleration.
Earthquake Catalog. The custom catalog of
southern California earthquakes accessed by EQSEARCH has been
extracted principally from the comprehensive California Division
of Mines and Geology (CDMG) computerized earthquake catalog for
the entire state. Additionql earthquakes have been added to the
custom file from the Townley and Allen ( 1939), and the U. S.
Geological Survey's Preliminary Determination of Epicenters (PDE)
catalogs. Because some of the earthquakes reported in the CDMG
catalog have only been assigned intensities by the staff of CDMG,
and EQSEARCH needs estimated magnitudes to compute site accelera
tions, existing intensity data were converted to approximate
magnitudes for use in the custom catalog. The custom earthquake
catalog is called CDMGSOCAL. The CDMGSOCAL catalog contains
events since 1800 with magnitudes of 4.0 and greater. Various
portions of the CDMGSOCAL catalog may be accessed independently
or collectively, depending upon the user's needs. For the project
site, all portions of the CDMGSOCAL catalog were searched.
Results of EQSEARCH Analysis. The computer printout
from the EQSEARCH historical seismicity search is presented on
Plates C-1.1 through C-1.18. The results of this analysis are
plotted as a Seismic Recurrence Curve and a Horizontal Accelera
tion Probability curve on Plates C-2.1 and C-2. 2, respectively.
The -~nalysis indicates that within the search dates of 1800 to
1985, 781 earthquakes of magnitude 4.0 and above have occurred
within a 100 mile radius of the project site. The maximum
horizontal acceleration estimated to have occurred at the site
from historical earthquakes is about 0.089g. The historical
earthquake in the CDMGSOCAL catalog that was closest to the site
February 1987 -C4- 86134
was a magnitude 4.6 event that occurred in 1914. This earthquake
is estimated to have occurred about six miles from the site.
EQFAULT Program Methodology. EQFAULT (Blake, 1985b) is a BASIC
computer program that performs searches of a custom data file of
62 digitized California faults. As the program searches the
custom file, it computes and prints the closest straight-line
distance from the project site to each of the digitized faults
within a user-selected search radius.. From the computed dis
tances, the program deterministically estimates (using an
appropriate attenuation relation) the peak horizontal ground
acceleration and the Modified Mercalli intensity that may occur
at the site from the "maximum probable" and "maximum c red i b 1 e"
earthquakes on each fault. Program output consists of a printed
listing of faults showing their deterministically estimated
acceleration and intensity parameters.
Program Input Parameters. To use EQFAULT, the follow-
ing principal input parameters are specified:
o Site coordinates
o Search radius
o Acceleration attenuation relation
The input parameters used for the EQFAULT analysis are
printed on the first page of the EQFAULT output.
Site Coordinates. Site coordinates are specified
in decimal degrees of latitude and longitude. For the project
site, coordinates of 34.2781 · north latitude and 119.1517 west
longitude were used.
Search Radius. EQFAULT uses the specified site
coordinates as the center of a circle with a user-specified
radius to perform a fault search. The search radius is specified
in miles. For the project site, a search radius of 100 miles was
used.
February 1987 -CS- qwt
Acceleration Attenuation Relation. Seven methods
of computing peak horizontal ground acceleration attenuation are
available in EQFAULT. The user selects one of these attenuation
relations to.· allow estimat.ion of the ef feet that;. "maximum
probable" and "maximum credible" earthquake on each fault in the
data file may have at the project site. The program uses the
selected attenuation relation to compute a~tenuated peak horizon
tal ground acceleration at the site for each of the faults.
located within the search radius. The site acceleration computed
for each earthquake is also used to estimate the corresponding
Modified Mercalli intensity ·at the site using the relation of
Murphy and O'Brian (1978). For the project site, the recently
developed "unconstrained" mean attenuation relation of Campbell
(1981) was used to estimate site ground acceleration.
Results of EQFAULT Analysis. The computer printout
from the EQFAULT search is presented on Plates C-3.1 through
C-3.5. The search indicates that within the search radius of 100
miles there are at least 35 potentially seismogenic faults. The
analysis estimated that the largest peak horizontal ground
acceleration that might occur at the site due to a "maximum
credible" earthquake may be about 0.59g. This acceleration may
come from a magnitude 5.75 event on the Oakridge fault, less than
0.1 miles from the site. The analysis also estimated that the
largest peak horizontal ground acceleration that might occur at
the site due to a "maximum probable" earthquake may be about
0.73g. This acceleration may come from a magnitude 7.5 event on
the Oakridge fault.
EQRISKCU
Program Methodology. In 1976, Mr. Robin McGuire of the
U.S. Geological Survey developed a FORTRAN computer program
called EQRISK, to perform site-specific probabilistic seismic
risk analyses. A modified version of McGuire's original EQRISK
source code has been created to allow the use of the more
February 1987 -C6- 86134
recently developed acceleration-attenuation relation oi Campbell
(1981). This modified version, which uses Campbell's (1981)
unconstrained acceleration-attenuation relation, is called
EQRISKCU.
EQRISKCU models earthquake sources as areas and
evaluates the site-specific risks of exceedance of given acceler
ation levels, for each area source. In addition to specified
earthquake-sources, EQRISKCU allows the modeling of background
seismicity not associated with specific sources. The program
calculates, by summing the expected numbers from all sources, the
total annual expected number of occurrences of an acceleration
greater than each of the values requested. By assuming that
earthquake occurrence can be modeled as a Poisson process, the
probability of exceedance in a specified exposure period
(typically corresponding to the useful life of a project) may be
estimated from (Yegian, 1979):
Pf A>a.,t] at least 1 • 1 _ e -{..\(a)t)
Where:
P[A>a,t] = conditional probability of an earthquake acceleration (A) exceeding a specified acceleration (a) during a time interval (t) given that an earthquake will occur
..\ (a) • average annual rate of occurrence of an acceleration level (a)
Source Model Parameters. To use EQRISKCU, the follow-
ing input parameters are specified for each seismic source~
o Geometry of each seismic source area
o Relative seismicity contribution from each source
o Range of expected earthquake magnitu~es from each source (minimum and maximum magnitudes)
February 1987 -C7- ,1t
o Type of lower bound magnitude (strict or loose)
o Rate of seismicity from each sour~e (number of events/year greater than minimum magnitude)
o Seismotectonic beta-value for each source
Source Geometry. The basic source area shape used
in EQRISKCU is the quadrilateral. Irregular or complex seismic
source zones are modeled by linking together several quadrilater
al subsources to form a single gross source. Coordinates of the
corners of the subsources are specified in kilometers from an
arbitrarily designated map origin.
For the analysis at the project site, we developed a
seismotectonic source model consisting of 20 nearby, potentially
seismogenic faults. A list of these faults, with their associ
ated input parameters, is shown on Table C-1 - EQRISKCU SOURCE
MODEL PARAMETERS.
Relative Seismicity Contribution. A coefficient
is specified for each gross source to indicate the relative
contribution that source provides to the total seismic risk.
This parameter allows seismicity to be subjectively distributed
among the various sources so as to model the relative prob
abilities of earthquakes occurring on each source. In our source
model, we have used a coefficient of 0.5 for the background
seismicity and 0.5 for all of the source areas (except the San
Andreas fault). This is because it has been noted that only
about 50 percent of the historical seismic activity in the study
area can be directly attributed to known faults, with the remain
ing 50 percent occurring as randomly distributed events. A
coefficient of 1.0 was assigned to the San Andreas fault because
it has been suggested that an earthquake is likely on this fault
within the next few decades (Sieh, 1984; Sieh and Jahns, 1984;
Weldon and Sieh, 1985).
Range of Expected Magnitudes. The range of
anticipated earthquake magnitudes is specified for each gross
February 1987 -CB-
TABLE C-1 EQRIS~CU SOURCE-MODEL PARA.METERS
~ILE ~~ME: 96134eo.jat
-----------------SRC: SUBJ.: ,INI~UN : ftAXIMUM I ~ETA : Na.: SROSS SOURCE NAME : US: ~DEF. : ~AGNITUDE: NA6NiiUDE: '.JAUJE: RATE/:~
---:--------~~-----------------!---;------i---------~--~-----~------!-------1 : BIS PINE 1 : 0.50 ! .i.oo i.:s ! !.98 : o.sae:
---:-----------------------------.---·------;---------:---------:------:-------: ! ~EEi SAJiLnc;. I ·, C:"\
' ·-'·""'"" .;. (10 ~.:s :.:o · c.~~:s ---.----------------------------- --- ------:---------·---------:------'-------~ : MkUBU CuAST ' 1 :\:;) ' 4,01) ~.7~ :,:; I ~.J:::
--- '. ----------------------------- :· --- ~ ------ ~ --------- ;--------- ~ ------: -------4 :"ORE RANCH - ~RROYO ?~RIDA ~ . c.~o 4.00 o.25 2.!9 0.1471
---:-----------------------------:---:------;---------:---------!------:-------. 5 !~EWPORT - IHSLEWOOD 1 : !).~O 4.00 6.50 : l.75 : 0.0769 ---:--------------------------~-!---'------·---------:---------:------:-------6 :CAKRID6E ! G.50 4.00 7.50 :.43 0.357!
---!-----------------------------!---:------:---------;---------:------~-------!PALOS VER:E5 rl:~~S I 1'\ r::,,
v • ..,.., ~. )(l !).~c ~ ~~ ~ I. ~
•• v~ ~ •• DO•
---;-----------------------------1---:------.---------!---------:------;-------a :PLE!TD - ~Hi7E ~c~~ '.). ~o ~.00 b.~v :.;: o.j7!J
---~-----------------------------:--- ------'.---------;---------i------;-------:; :RED :'!Oll~TAI~J 1 t c.~o ' 4,00 ~.is 1.34 ! o.ot:~
---!----------------------------- ---:------ ---------:---------:------~-------10 :CENT~~L SAN ~HDRE~S I l ! . (:O 9, ~(I 8.25 !. T3 ; ().007:
---~----------------------------- ------;---------,---------:------:-------:s:~T~E~N s:~ A~~RE~S ~. ~(: ~. ,)(: a.JO ::=: :!•). ·c.~::
:: :S~N :PiET~~C .• ~~ l j. !~I) ~.,~ -·~; ~.:::s ---:----------------------------- ------·---------:--------- ------l~ :SAN FERNA~OO - S:ERRA ~ADRE ~ 0.:0 4,01) 7.:5 1.39 J.:240 ---!-----------------------------:---:------~---------!---------~------:-------:4 :S~N GABRIEL I 1 Q. 50 4.00 "T .,-..... J !.84 !).:!:~
---:-----------------------------'---;------:---------:---------;------!-------:5 :s~NT~ :RUZ ISL!~D ). 50 '. 4. )I) .., "'r , ... .., !.Ol :.,~::~
---:-----------------------------:--- ------:---------:---------·------·-------:b :s;~r~ ~CNr~; - ~C~LY~c:: ---:-----------------------------:7 :~AIN SANT~ Y~~:
., ='·" .'t·.J•..'
,::.:0
~. ~() ' "'C:: :.i ... ..i :. 9e ,: . :<:?{;~
---------:---------:------,-------l.::o 7.SC :.70 ),l:67
---;-----------------------------.---!------:---------;---------:------;-------:s :SIMI - SANT; KOS~ •,).50 .1.00 s.so l.a4: 0.017~ ·---:-----------------------------:---,------:---------!---------:------;-------:9 !VENTUR4 - PITMS ?OINT 1 : ~). 50 : 4,00 7.25 1.24 0.3704 ---:-----------------------------:---.------;---------:---------;------:-------:o :WHJTTIER - ELSI~ORE C.50 l,00 ·6.:5 :.:: ·\lC(:C
---!-----------------------------.---;------:---------:---------~------:-------!B~CKSROU~D 3EI5~:S!TY I :). 50 4,00 5.~o · :.J7 ~.5ooc
~·-····························~--~·······-·-···························-······
86134
February 1987 -C9- Sit
source. The minimum and maximum magnitudes specified in the
model were estimated from geologic criteria using the rupture
length-magnitude relations of Slemmons (1977 and 1982). The
program distr~butes earthqu~kes between the specifi~d mini~~m and
maximum magnitudes in accordance with the seismotectonic beta-
value characteristic of that source. If a loose lower bound is
specified for a gross source, earthquakes with magnitudes less
than the specified minimum are also modeled. However, if a
strict lower bound is specified, earthquakes smaller than the
minimum magnitude are not modeled.
Type of Lover Bound. For each gross source,
either a strict or a loose lower bound must be specified for the
expected range of magnitudes. If a loose lower bound is spec
ified for a gross source, earthquake magnitudes are allowed to
occur throughout the range from magnitude zero up to the maximum
specified magnitude. If a strict lower bound is specified,
earthquake magnitudes are allowed to occur only within the range
of expected magnitudes specified for that source. Because low
magnitude earthquakes contribute little to estimated seismic
risk, in the range of acceleration significant to structural
design, our EQRISKCU model uses a strict lower bound for all
eirthquake sources.
Rate of Seismicity. A rate of seismicity is
specified for each gross source and the background. For gross
sources, this rate is specified as the number of events per year
having magnitudes greater than the source's specified minimum
magnitude. For the background seismicity, this rate is specified
as the number of events per year per 10,000 square kilometers.
Where geologic slip-rate data were available (Anderson, 1979 and
1984; Clark et al., 1984; Bird and Rosenstock, 1984), rates. of
seismicity used in our source model were estimated from these
data using the method of Campbell (1978). In the absence of
available slip-rate data, subjective estimates of the rate of
seismicity were made. A seismicity rate of 0.8 events per year
February 1987 -ClO- 86134
per 10,000 square kilometers was used for the background
seismicity based largely on an interpretation ·of historical
seismicity in the southern California area (Hileman et al., 1973;
Fri .e d man et a 1 .. ·, 1 9 7 6 ; Hutt: on et a 1 .. 11 1 9 8 5 ) ..
Seismotectonic Beta-Value. For each gross source
and the background, a seismotectonic beta-value equal to the
natural logarithm of 10, times the Gutenberg and Richter b-value
was specified. Gutenberg and Richter b-values were estimated for
most of the gross sources based on data presented in Anderson
(1984). For the background seismicity and for those faults for
which b-values have not bee~ estimated by Anderson (1984), an
assumed b-value of 0.9 was used. This assumed b-value is
considered to be generally typical of the southern California
area as a whole ..
Results of EQRISICU Analysis. The computer printout
from the EQRISKCU seismic risk analysis is presented on Plates C-
3.1 and C-3.2. The results of this analysis are plotted as
probability of exceedance versus peak horizontal ground
acceleration as shown on Figure 3 of the report text. As shown
on this figure, a peak horizontal ground acceleration of 0.73g
(which corresponds to the largest maximum credible earthquake
estimated from the EQFAULT analysis) is estimated to have a
probability of exceedance of less than about five percent in an
exposure period of 50 years. Similarly, a peak horizontal ground
acceleration of 0 .. 59g (which corresponds to the largest maximum
probable earthquake estimated from the EQFAULT analysis) is
estimated to have a probability of exceedance of about six
percent in an exposure period of 50 years.
February 1987 -Cll- q(q4
REFERENCES CITED
Anderson, J.G. (1979), "Estimating the Seismicity from Geological Structure for Seismic Risk Studies," Bulletin of the Seismological Society of America, vol. 69, no. 1, pp. 135-158.
Anderson, J.G. (1984), Synthesis of Seismicity and Geological Data in California, U. S. Geological Survey Open-File Report 84-424, 186 pp.
Blake, T.F. (1985a), EQSEARCH A Computer Program for the Estimation of Peak Horizontal Acceleration From Southern California Historical Earthquake Catalogs, 6 pp.
(1985b), EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, 3 pp.
Bird, P. and Rosenstock, R. W. ( 1984), "Kinematics of Present Crust and Mantle Flow in Southern California," Geological Society of America Bulletin, vol. 95, no. 8, pp. 946-957.
Campbell, K.W. (1978), "An Estimate of Earthquake Recurrence Times From Seismotectonic Data on a Fault," in Geologic Guide and Engineering Geology Case Histories, Los Angeles Metropolitan Area, First ·Annual California Section Conference, Los Angeles, May 12-14, 1978, Association of Engineering Geologists, pp. 95-101.
(1981), "Near-Source Attenuation of Peak Horizontal Acceleration," Bulletin of the Seismological Society of America, vol. 71, no. 6, pp.:2039-2070.
Clark, M.M., Lienkaemper, J.J., Harwood, D.S., Lajoie, K.R., Matti, J.C., Perkins, J.A., Rymer, M.J., Sarna-Wojcicki, A.M., Sharp, R.V., Simms, J.D., Tinsley, J.C., III, and Ziony, J.I. (1984), Preliminary Slip-Rate Table and Map of
.Late-Quaternary Faults of California, U. S. Geological ·survey Open-File Report 84-106.
Friedman, M.E., Whitcomb, J.H., Allen, C.R., and Hileman, J.A. ( 19.76), Seismicity of the Southern California Region, 1 January 1972 to 31 December 1974, California Institute of Technology, Seismological Laboratory Contribution 2734, 28 pp.
February 1987 -Cl2- 86134
REFERENCES CITED
·Hileman, J.A .. , 'Allen, C.R., and Nordquist, J .. M .. (1973), Seismicity of Southern California Region, 1 January 1932 to 31 December 1972, California Institute of Technology, Seismological Laboratory Contribution 2385, 83 pp ..
Hutton, L .. K., Allen, C .. R., and Johnson, C .. E .. (1985), Seismicity of Southern California, Earthquakes of MJ. 3.0 and Greater 1975 to 1983, California Institute of Technology, Seismological Laboratory Contribution 4207, 142 pp.
McGuire, R.K. (1976), Analysis, U. S .. 90 pp ..
FORTRAN Computer Program for Seismic Risk Geological Survey Open-File Report 76-67,
Murphy, J. R .. and O' Brian, L. J. ( 1978), Analysis of Worldwide Strong Motion Data Sample to Develop an Improved Correlation Between Peak Acceleration, Seismic Intensity,and Other Physical Parameters, U. S. Nuclear Regulatory Commission, NUREG-0402 ..
Sieh, K .. E. (1984), "Lateral Offsets and Revised Dates of Large Pre-Historic Earthquakes at Pallett Creek, Southern California," Journal of Geophysical Research, vol. 9, pp .. 7641-7670.
Sieh, K .. E. and Jahns, R .. (1984), "Holocene Activity of the San Andreas Fault at Wallace Creek, California," Geological Society of America Bulletin, vol. 95, pp. 883-896.
Slemmons, D.B. (1977), State-of-the-Art for Assessing Earthquake Hazards. in the United States, Report 6: Faults and Earthquake Magnitudes, Vicksburg, U .. S. Army Corps of Engineers, Waterways Experiment Station, Miscellaneous Paper S-73-1, 129 pp.
(1982), "Determination of Design Earthquake Magnitudes for Microzonation," Pr6ceedings, Third International Earthquake Microzonation Conference, pp. 119-130.
Townley,· S.D. and Allen, M .. W .. (1939), "Descriptive Catalog of Earthquakes of the Pacific Coast of the United States, 1769 to 1928," Bulletin of the Seismological Society of America, vol.. 29, no. 1, pp. 21-252 ..
February 1987 -Cl3- IRQ4
REFERENCES CITED
Weldon, R.J., II and Sieh, K.-E. ( 1985), "Holocene Rate of Slip and Tentative Recurrence Interval for Large Earthquakes on the San Andreas Fault, Cajon Pass, Southern California," Geological Society of America Bulletin, vol. 96, no. 6, pp. 793-812.
Yegian, M.K. (1979), State-of-the-Art for Assessing Earthquake Hazards in the United States, Report 13: Probabilistic Seismic Hazard Analysis, Vicksburg, U. S. Army Corps of Engineers, Waterways Experiment Station, Miscellaneous Paper S-73-1, 130 pp.
EQSEARCH
RESULTS
SGD
February 198 7 86134
DATE: == J~NUARY !~87
····················~ * + + E Q S E A R C H •
* * ••••••••••••••••••••• <Est1mat1on of Peak Hor1:ontal Acceleration
From CDMGSOCAL EarthQuake Catalog)
SEARCH PERFORMED FOR: Staal Gardner~ Dunne Inc.
JOB NUMBER: 961=4
JOB NAME: WITTENBERG - LIVINGSTON
SITE COORDINATES: LATITUDE: :4.=791 N LONGITUDE: 119.1~17 W
TYPE OF SEARCH: RADIUS SEARCH RADIUS: 100 mi
SE.:.F.CH r-1AGN I TUOES: 4. (' TO o. U
SE~RCH DATES: 1301) 70 198:=i
~TTE~. RE~~TIO~SHIP: C~MP8E~~ <1981> Wnconstra1ned - me~n
EAF~HQUAKE-DATA F:LE USED: C~MGSOCAL - ALL F!LEE
T~~E PERIOD OF EXPOSURE FOR STATISTICAL COMPARISON: :o vear»
Plate C-1.1
February 198 7
SCALE IM11HI
0 50 100
EXPLANATION
O M ... 8.0 +
U M ... 7 . 0-7. 9
C) M ... 6.0-6.9
~ M • 5.0-5.9
M"" 4.0-.C.9
SITE LOCATION: Latitude - 34.278 N
Longitude - 119.152 W WITTENBERG - LIVINGSTON
EOSEARCH
RESULTS
PACIFIC
OCEAN
JOB f: 86134 HISTORIC EARTHQUAKES 1800 TO 1985
86134
Plate C-1.2
February 1987
Page l
FILE :LATITUDE:LONGITUDE CODE NORTH l WEST
EQSEARCH
RESULTS
:QUAkE DATE DEPTH: MAG.
<km>
SGD
86134
SITE : ~rTE : ..:IF·C-~CX. ACC. : INTENS: DISTANCE
g MM m1 <km, -----·--------:--~~---:--------.---:------:------:-------,------:-------·---14 ... ::::::. 701) 117. 9()() ·-, a11s1: 1) • t) 6.90 0.0:9 ·.; s:: l ::: ) - .. _, A - : :::4 • .::oo 119. Q(l(l 1.:1:1, 131.: _, <). C) 7. :o t). 06~ ·n ... _. ( .:,91
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141 c.>: ::::: • <)(JI) 119. 001) :11 ::119=-:) I). c) 4.!I) I). 006 : I ~l 3!) ~ll1:: :::::. 9 1)0 11a.100 71 8/lq:o 1:. (I 4. ".'"() c). O(•o I I ·~O l '.lo • 1410"" .::::: • .::i::o 118. ::,:)() 911:119:0 c). ,) 4. (11) I). oo:: I ..,.1 ( 1 : ::: ) i-u:: ::4. =:oo 119.!iOO 31 !/ l ~::.:, •). (l : • (ti) :). o:! I'.J ....... -+I.II -..J
At:::: :::::. 9~0 118. 6:::: ar: 1119::(1 (1. c) ~.:o 0.016 IV .:7 (t ;:JI))
Al:3 ::::4. 100 117.301) :::l::1119:l <). c) 4. 1)1) 0. oo::: - -:-3 ( 1.:6 >
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A165 :::..i~O 11a.os::. :::11 ! 119::-: ,). <) ~- t)(, 0. 1)(17 ! I 71 ( l !.~) 14100 .:::: . 750 118. os::: :::; ! l I 197:::: 1) • (l ,4. 6•) c). ()():5 I I ".'" 1 1 f5) Al6:-" :::::. 7~0 110.os:: 7"/!.1/19:::: (l. ,) 4.40 (> • {)(I~ r -, ( 1 :.5 >
'41.!:c:3 ::::.7~0 11s.os:::: :::11!/IO:":: ,) . •,) 4.80 0.006 : ! .... I 11!) ... Al.::,~ ::::::: • .:::,!)() 118. (100 :111119::::::: c). ,:, 4.~o t). <)1)4 I 81 1.:0 1
Al 71) :::.7~0 11s.os:: :::11 l I 1 9::7 •). c) 4. {)() (). ,)c) .:; r ~1 ( l ::!: ) Al71 ::::: • 7:50 11s. os::; :111119::::: 0. 0 ~.61) (l. 00!5 I I 71 ( l :.~, A17: ::=. 7'~0 118. os::: :::111119:::: 1). l) 5. 10 0.007 : I 71 ( 115 > A17:: :::: • 6(H) 119.000 :;111119:":: c). 0 4.40 1).004 I 81 ( 1::::0> A174 ::::::.7~0 11a.os:: -:.111119:::::: o.o 4. ()() 0. L)c)7, I 71 ( ! l~)
Plate C-1.3
February 1987
Page ..... -FILE :LATITUOE;LONGITUOE: CODE NORTH : WEST
EOSEARCH
RESULTS
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c;; MM m1 (km>
--~--.--------:---------:------------.------:------:~---~-:------·-----·-----Al7!5 :::::.:-~<) : · 11 a • oe:: -:. / l l I 1 9::::: l) • (1 ... :o o. i.:10::: I 7! l !5)
Al 7-!:> ::::. 7~0 11s.oe:: :::111; 19:::::: o.o 4.00 (). oo: ! -:-1 ( ! l 5) A177 ::::.7~0 11a.os::: :::ll 1 I! 9::;;:: o.o 4 • .::,,) (1.1)05 I! -:-1 I 11:) Al78 ::::.7:o 11a. oe:::: :.:1 ll/ 193::: o.o 4 . .:o o.oo::: r 71 ( 11:> Al79 :::::. 7:50 11e. oe:: ::11111-;,::3 o.o 4.40 0.0()4 I :-1 ( !. l~) Al SO :::3. 7~0 11a. oa:: 3/11/19:::3 o.o 4 • .::o o. 003 I "'."' 1 ( 11:) Al81 ::::.7~0 11e.oa:: :::111 I 19::::: o.o 5.00 0.007 II 71 ( 115) Al 8: :::::. 750 ua. oa::: :::111 I 193:: o.o 4.00 0.003 -1 ( l 1 :5 > AlS::: .::::. 750 11a.oe:: :::111 I 19:::::: o.o 4.00 0.003 I 71 ( 11:> Al84 ::::: • 75() 11s.os::: 3/ l l I 19::::: o.o 4.10 o.oo:: I 71 ( 11:1 A1S5 :::::. 750 11a. oa::: ::111 I 197.::: o.o 4. oO 0.005 !I "." 1 ( 11:> ~186 :::: • '74!0 11a.oa::: 3/ll/1Cil73 (I. 0 4.90 O.OOo I I 71 ( 1!:> 14187 :::: • 7~t) 11a.oe::: :::11111c::1:::::: o. 0 4.70 (>. 005 7! i ! 1 ~ ~ A138 :::: • 7,:u) 11 S. ')o 7 :::111119::::: !) • !) 5. ! t) (,. 0()7 II -4 I ~ l ·:J \
;.:. 11:39 .::::. n:l) 11s. oa::: :111119:::::: 1). () ""'· 7() ,). 00~ ... 71 ( :!~J ...
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..:i::1 :- ::=. 7~t) 119.1::::: ::111 I 19::::: ,) • 1) 4 • .::,,) (1. 0(1~ I! .::,9 ( 11 ! J ie.:: 1..i :;:: . ;':;'.) 11a. oe.:: :111/1<?:::: o.o 4. ,)c) (,. oo.: r 71 ( ! 1 !: : 1-1:;:1:: ::::. :~o 11s.os:::: :.1 ! 1 / l 9:::::; (). ,) .... 1)() o. l)(J:: r -:-1 I 11 ~ J A::l.::i :::: • 751) 11a.os:: :111119-:::: 1). 0 4.:•) U. ·)O:::: I 71 ( ! : ~) A:17 7::.7~0 118.0t:3::: ::111119::::: (). 0 4. 4(1 ,). 004 ! 71 '· 115) A:lS ::::. 68::'.: 118.0~0 :/11/19::: o.o 4. 4(1 0. 1)1)4 I -.... ( 1=:1 '.., A.:19 =~- 7=~ 118. 100 :::111 I 19::::; o.o 4.40 0.004 r 7' 1 ( 114} A::::o ::::.7~0 11s.os:: :111 I 19:::::: o.o 4.00 o. 1)03 I 7! ( l ! !; ) A--· ·-- ::::.850 118.:67 ::11 ! / 1 9::;::; 0.0 5.00 o.ooa :rr 59 ( 94) A_ ...... --- :::. 7:::: 11a.100 :111119:::::; o.o 4.40 0.004 I 71 ( 114} A---: :::::. as:: 118 • .::17 3111 I 19:::::; o. I) 4.9(1 ,). 008 :r r ..... ( 98) "--· --' A:::4 -- -.-- 11s.100 "'.:/ 11 I l 9:;::: 0. o ... ....,. , _._. 4.4() o. 004 I 7! 1 ! -+ } A ......... ..,_, __
:::: • ;"~(> 11s. os-::. "'.: / l 1 I l 9::::: r). 1) 4.00 0. 003 I 71 l l !:.: ) ,..... __ .:, :.:: • /~(> l 18. os: :/11 n 9:::::: I). 0 4.3(1 1). OOo : I '7 l ( l 1~.·
···"...,._ ::::. 7'~.) 118.1)8::: :111119::: 1). 0 ,.... __ .
4. 0(1 ,) . oo:: I 71 ( ! !~) A::3 ::: • :-'!(> 11a.os::: :111119:::::: o. •) 4.:o 0. 1)1)3 r -· I • ( l ! '!. A--~ .::.: • 7~0 11a.oe:: ::;11111c;,::::: 1). 1) .... ~I) i). (11)4 i :! 11~) A:::t) :=.:"''!(> 11a.os: :.111119:::: (>. 0 4.4(1 I). 1)(14 I -;- 1 ( l ! '!) 14:::::: ::::.7~0 118.0S:: ::111 I 1 9;:::; o.o 4. 11) (l. oo::: r. 71 ( t l =:) A---- ::::.750 11s.oa:: :111119::::::: o.o 4.40 0.004 ! 71 ( 11 !; ) A ... --_ .......... .::. 7~(> 1 lS. OS.:: ::111119::::; o.o 4.::o o. oo.:: r 71 ( 11 ~ l
Plate
86134
C-1.4
February 1987
Page :
·FILE :LATITUOE:LONGITUOE: C:JDE NORTH : WEST
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:QUAKE DATE DEPTH: MAG.
: : Ckm>
SGD
86134
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g MM m1 .( km>
-----'------·-:---------:------·-----·------:--~--'-------.------:-----------A::";4 :::::. :"~O 118. os:: :.1i.:119::::: I). I) 4.40 O. c)04 I 71 l ! ==) A .... - .. _ _..., ::::;7~0 113.1.)8::: : I 1.: I l 9 ::::: 0. (l 4.00 t). ()().:: I 71 ( :!~i A ... -. ·-0 :::::. 750 118. 1)8::: :11::119:::::: 1). !) 4.00 0.1)0::: r 71 l ! ~) A::::7 .::::::.7~0 11a.os:: .::;; 1::119:::: o.o 4.40 o. 0(14 I 71 ( 11 :'5) A:?::8 :;::.7~0 us. oe::: :: /l = /l 9::;:; o.o 4.::o o.oo.: I 71 ( 11 !; l A:::::9 ::::::. 7~0 11s.08:: .:11::119:::::: 0. 0 4.cO 0.005 II 71 ( 11~) A240 :::: • 7~<) 118.08:: :::;11::119-:;::: o.o 4 • .:o 1). oo:::: I 71 ( 11 =:) A241 ::::.7~0 118.0S:: ::11::119::::::: o.o 4.::o 0. oo:: I 71 ( 11 !i) A::4:: ::.:.7~0 11a. 08::: :; /l .: 11 9 ::::: o.o 4 • .:o I). 01)3 I 71 ( 11=:, A24::: :::.7~0 11s. oe::: ::: /l :: /l 9 :::: l). 0 4.00 o.oo:::: I 71 ( 11~) A244 :::::. 750 11a.08:: ::11::119::::::; o. I) 4.~o o. 1)04 I 71 ( 11 ~) A245 :.:::. 7~0 118. os: ::11.:119::-:: 0. () 4.10 (l. oo.:: I .... ( 11 ==) ' ... A:;:46 :.::.7~0 11a.08:::: :::::11.:1197:; 1). •) 4. 10 1). oo:: I 71 ( ll~) ~=4"'."' :::.,~() : ::. a. os:: :: 11 : .'l ~ :::: I). (I ~.~O r).1)1)4 ! 71 ( ! :~ J
A::48 ::::.7~0 118.08:: : I l :: / l O ::;:; 1). 0 4. 11) ,:, • (103 I -:-1 ( l l !; ) A::4q ::::.7~0 11s.09:: 3;1::11q:.::: 1). 0 4.70 0. OO!i n 71 ( l l:;) A.:~O :::.7~0 11a.oe:: :::1 l :11 9:;.:; o.o 4.01) 1). oo:: I -· I • ( 11:;) A=:;1 ::::;. 7~0 118.0S:: =11:;;19:::; o.o :;.::o 0.009 III 71 ( 11:;) A _ _..., .... ..,_ ::::. 1:;o 11e.oe:: 3/ 1 :;; 19:;::; o.o 4.10 o.oo:; I :"1 ( 11:;> A.., .. -............ ::;::;. 7:';0 118.08:: :;11::119::::::; o.o 4.::o 0.003 I 71 ( 11:;) A::~A ::::;. 7!i0 11e. 08::: ::114/ l 9:;::; 0. () 4.::o 0.003 I 71 ( 11 !i l A-•• ........ .., :;::; • 7'!50 11a.os:: ::114/ l 9:;::: 0. I) 4.~o 0.004 I 71 ( 11 :'5 l A:?:;o :::.017 118.017 :i/14/19:::: o.o :;. l O 0.007 II 79 ( 1::a, A:::57 ::::;. 7~0 110.09: ::114/ 19:::::; 0. 0 4. 10 <). oo:: I 71 ( 11:; > A:::;a :::.7~0 11a.oa: ::, l :;; l 97:: 0. 0 4.10 r:1. ,)o.:: ! 71 ( 1 l:; l A:::;9 :::: • 71!;0 118.t.)8: ::il:'.:/~9::::: •.>. (' 4. 10 o. oe::: I 71 ( 11:;) A::00 :::: • 7~0 l lS. 08:: .:11:;119:-::: 1). I) 4 • .:o •). 01::i:::: ! -:-1 ( 115) A::61 :::::::: • 61 7 11s.01:- -::.1:. !5/ 19:::::; I). 0 4.90 0. 0(16 II 79 ( 1.:s, ~::o.: :::.7~0 1 1 a. ,)8:: :.1 lo/ 1 °:::: t). t) 4.1)0 •.>. oo::: I 7' l ( l l ~) A;:o:: ::::::.7:;o 118.os:: :;/ l :,/ 19::: t) • 1) 4.::o ,) • 1)1):: I 71 ( 11 '!; I '-.\.:o .. :;::::; • 7:;o 11s.08.::: :::110119::: 0. I) 4.10 I). oo:: I 71 ( l l:;) A.:6:; :::.7~0 l lS. 08: ::.11-:119-:::: o. ,) 4. 10 c). 1)0:: ! , . ( l l:;) ~::oo :::::. 7:;o 11a.08:: :118119:::: 1). 0 4.:o •). 1)(1.::; I 71 ( ! 1:;) A::67 ::::.7~0 113. ,:,s.: .::/19/19"'.::: (). I) 4 • .:o o.oo::: I 71 ( 11~) '-.\.:oa :::.7:;o 118.os: :,-:0110::::: 0. o 4. 10 I). oo::: I 71 ( l 1 !; > A::o~ ::::.7~0 !18.08: :: /: l I 1 q :::: 0.0 4. l O 0. (11).:: I 7 l ( ~ .:.~) A.:7,) :::. 7~1) 118.1)6:: :/:::::11 c,-::;:: I). ,) 4. 10 0. oo: r :-1 ( 1 ! :;i A--· ::::.1:;o 119. (18: ::1:::11 o::::: I). l) 4. l(l ,:,. oo: I :-1 ( l ! :;i ~--- ::::::; • 7:;I) 118.us: :/=~/lq":':" r) • ,) 4. 10 t). 1)0::: : 71 ( 11 ~ l ,z.--- ::::.7~0 118.03: :1:-:)/ lo:-:- 0.1) -1.40 () • (1114' I .... ( : : ~) ., ....
..:.:-:-.:i :::: • 7'!;c) 110.os:: ::r:: 1,, 1 ~:::. 1). •) 4. !(> (I. 1)(1::; I '71 ( l 1:; > A ... '"7 .. :::.7:o 11a. (,s:: 4/ 1/19::::; 1) • 1) ..i.:o o. oo::: .
\ 11:; > .._,., 4 , .
~=76 ::::.7:o 11a.os: 4/ :,119::: o. '.) 4.00 1.1.1)(1:, I 71 ( i 1~> ,z.---.... , , ::::.7~0 11s.oa: 4/ .:119::::: I). t) 4.(10 I). oo.:: I 71 ( l l~l A=78 ::::.7:;o 118.167 :;110119::: o. l) 4.00 0. oo.:: I 67 ( 108) A::so :4. :::::o 11 q. a:::: 6/::61 l 97:::: o.o 4. :::(, 0.007 I I ::;9 ( o.::> ~=01 :;4.:::::0 119.s::- 6/::6/1-=?:::: 0.0 4.30 0. 007 I I ::9 ( 6::) A:3: :::: . 7~,) 11s.1s: 8/ 4/19::: <). r) 4. 1)(1 (). (11.1.: I 66 ( l'.17 > A.:S:; ::::::. 78::: 118. 1::: 10 I ::,' 19:::: o. ,) 5.40 0.c)l(I I I I 68 ( 10q) A::96 ::::::.c11 113.l)l:'" 101 :11q:-::: l). ,) 4. 1)0 0. Ou.:: - -;'"9 ( 1:81 A::S7 :::.9:;o 118.1:: 10 / :::; / 19..:::: •). t) 4. ::,:i (>. 1)1.14 I 6: I 1 (> 1 > A:S~ :::::. 867 113. :,:,n l l I l: / l 9:::::: (I. (1 4. (l(l 0. (H.':: 61 ( -:,q,
A.:-:.ir) :::::. 787- !18.::: 111:,:,119:::: (l. c) 4. •)0 ,). (11)::: r 08 ( lc)9: A::9.:i :;4. l (l(l 11 7 . .:is: 1/ ~ I l 9::.1 1) • 1) 4.~(l (>. (•t.>4 s=: ( !:oi '-.\::c,3 ::4. 1 (l(l 117 • ..:,6:: l/: 311 °:: .. t). t) 4. <)(l (>. 1)(1:: - s= ( 1=61 A::90 :::::.617 11a.1i-:- l 1:0119:::4 1). 0 4. ~I) 1). i)1)4 I 7~ ( 1.:()) A30o :::::::. 567 11 7. 98.:: 4/ l 7 I 19:::;4 o.o 4.00 o.oo: - a:: ( 1.::4 > A3::l ::::::::. 1 :o 119.4:;0 6/17/19::4 o.o 4.00 1) • oo::: - 80 ( 1::a > A::::s :::::::::. c:::::: 118.41)1) 10/17/19::4 o.o 4. 00 I). oo::: : 6:: ( 1 1)0)
Plate C-1.5
February 1987
-P.age c:,
F-ILE :LATITUDE!LONGITUOE: CODE NORTH : WEST
EQSEARCH
RESULTS
:QUAKE DATE DEPTH: MAG.
<km>
SITE : SITE ; ~PF·RQX. ACC. : INTENS: D!STANCC::
Q MM rn1 <hmJ
-----.-~~~- ·.---------.------------:------·------·-------·------·-----------B::96 .:!i.000 119. o::::: 7 ;:: 1119'.'!:: r). 0 4.!;0 0.006 r : ~-) ( =:) .e::97 :.:i. 1)00 l 19. o:::: 7 1::111 Q~= (). 0 .i..~o <). 006 r I :;o ( S!> s::9e ::~. 000 119. o::::: 7/::1/19~= o. <) 4.~o 0.006 Il !!t) ( :31 ) a::9° .:~.000 119.o:::: 71::1 /19'.'!:: o. 0 4. c:,(.) 0.007 I I ~o 31) a:::;oo :::~.000 119. o:::: 71::1119'.'!:: (). 0 4.~o 0.006 II !:O ( 31> a:::;01 3:5.000 119. o:::: 7 1:: 1119~:: o.o !3.60 0.016 IV 50 ( 91> 8::;o:: ::!i.000 119.000 71::1119~= I). 0 6.40 0.03:: v !: 1 ( Sl> B303 =~.000 119.000 71::1119~= o.o 4.80 0.008 I II ~1 ( 81) 8304 ::!i.000 119. 000 71::1119'.'!.: 0.0 4.70 0.008 : I ~1 ( 81) B305 ::~. 1)1)() 119.000 71::1119~= 0.0 4. ::;o 0.006 II '.'!1 ( 81) 9306 ::!i • <)00 119.000 7/'.:1/19'.'!:: o.o 4.oo 0.007 I! :;1 ( 31 > 8307 ::'.'! • r)l)I) 119.0()() 71::1119'.'!:: 0.0 4.40 <). 006 ! I .... ( 81 J -· s.:os :;4. -:;,5,) ll8.S67 71::111Q'.'!:: I)• I) ~- :::o <). 01:::; ~ II 49 ( 7'::J) 830Q :'! • (H)(l 11 ':.Y. {)0(1 -: ,'=1 / i 9~= <). ,) 4. 9(1 o. ()(.Jq : l£ =: l s ! ; e:: 11) :::::: • <)(10 119.000 71:1 /l 0'!: o. (.) 4. 70 1). 008 I I ~1 ( 81> s::11 ::: • !)()() 119 .1)()() 71:111c;:,~= o.o 4.::o 0.00!3 II 51 ( 81 J 8~·-...,._ ::.ooo 119.000 71:1119~= o.o 4.:o 1). oo: II ~1 ( SU 8313 :::.ooo .119. 000 71:1119:.: o.o 4.90 o.ooc:;, X:I :1 ( Sl> 8314 ::.ooo 119. 1)0() 71::1119:.: o.o 4.:o o.oos II ~1 ( 81) a::::1: :::.ooo 119. 000 71::1119::: o.o 4.~o 0.006 II ~l ( 81) e::16 =~-000 119.000 7/:21/195:: o.o 4.10 0.005 I ~l ( 81> 8317 :::.ooo 119. 000 71::1 I 19'.'!: o.o 4.:50 0.006 !I '!1 ~ 81} 8318 :::.ooo 119.000 71::1119~= o.o 4.00 0.004 I ~1 ( 81) 8319 :::::; • 000 119.000 71:1119~= o.o 4.:50 0.006 ! ! '!1 ( 81> B::::•) ::.ooo 119.000 71:u19'!: o.o 4.10 o.oos I ~1 ( 81) 9--· _._ ... ::.ooo 1 ! 0. (II)() -:1:1119'!:: !) • 0 4.60 0.007 - f !; l I 31) s.::::: ::.voo 119.000 7/:1/19'!:: 1). 0 ... :o o.oo: !I '! l ( 81) 9--- ::'!. (l(lc) 1 ! 9. 00<) 7 /:::!! I 19'!::: o.o 4.40 0.006 rI ~1 ( 8!) s:::4 ::: • ()0() l 19. 1)()(1 71:1119'!: o. (.) 4. 10 0. 00~ I '! 1 i au s:--cr _,_.., ::~. ()(11) 119.000 71::1119:: 0.0 4.:o o.oos II ~! ( 31) s:::::6 :::.ooo 119. 000 71::1119'!: 0.0 4.:o o.oos !I ~l ( 81) a--- ::~. : a:: 119.6!;0 7/:1119=:: o.o ~- l <) v.,)08 : I 69 ( : 10 > 8::::a ::.ooo ! ! 9. 000 71:1119:: ,). 0 4.:o !) • ()!)~ .. ~l ( 91) 4 ..
s:::::o ::.ooo ! 19. 1)()0 7/=!/!0~= o. c) 4.:o 0. 1)()5 rI ~l ( 8 l > s::::o :::.ooo 119.000 71:1119'!:: !) • 0 4. '.'!O 0.006 rr ~l ( 31 > s::::1 :::!; • 00<) 119. (l(lf) 71::1119'!:: 0. I) 4. 10 o.oo~ I !:: l ( 81 I
s.:::;:::: :~. (>()() 110.000 7 I:: 11 l <?'!: 1). c) 4.~o 0.006 ! I ~l ( 8:) s::::::: -- --- 11 a. :!i::::: : 1:111 o=:.: o. 1) _ . .._;,. -_ . ...., ~-10 0.007 ~ I -... ( 1:,:., s::::: .. :~ • 1)()1) 119.000 71-:1 I 19'!:::: ,) . .) 4. '!() (.•. !)()!!:) ! I ~1 ( 81> s:::::;~ :~.::oo t 1 a.:=::::: :.1:1 l 1-.:>'!::: o. <) 4. :!!:(> (,. 004 ! :-o !=':, s:::::.:, :'.'!. ::,)() 118. :=::::: 71:11 ! <?~: 1). ,.) 4. l <) (l. 1)0:::; I 79 ( :::--, 9--- ::::. :41 11 a. :i6,:i :-1:1119~= ~.3 4 •. ::o (>. <)04 ;-4 ( 1.:0 > e:::::a ::~.=67 118.4=0 71::.119~.: (). 0 ... ::o o.oo:: r ;9 ( 1:7) e:::--; :~.1-== 118.767 71::1119~: 0.0 ~.!50 0.01: I I I .::i::: ( 101) 8340 =~-==q 118.:ilS 7;:1119~: -:.o 4 • .:o .o. oo::: I -.. ( 1::1> ,..;
834! ::4.867 1.19.017 71::1119~= 0.0 4. :::o 0.1)07 ! I 41 ( 67> s::.;::: ::4.983 119.o:::: 71::1119'!:: o.o 4.:iO 0.007 I I 49 ( 79) B343 =~.1::= ll8.:il7 7 1::::119'.'!.: 0.0 4.:50 0. 00~ I I :,9 ( 11 l > B::4.:l ::~. ::s:: 118. :i:iO i 1:::::119'!:.: 0.0 4.41) 0.004 I , I ( 1 ::4) 9:::4'.'! ::'!:.:oo 118.6:::: -:1=::/lC?~= 0.0 4.40 0.004 I 7Ci ( l ~::) . B:::4-:, :4.367 118.807 71::119~.: (). 0 4.10 0. 005 I! ....... ( 7;)) 8347 :~.os:: 113.!:8: 71:::::119~: I). 0 4.40 1). 005 I .::4 :(l::: s::.:.s ::i:; .·C>OO 119. (H)(> 7/=::119~= o. (1 4. 10 0. 005 C". ( 91 > 9:;40 ::::: • oa::: 113.7~1) 7/::::119:;:: o. (> 4.70 <). 0(16 : ! oO '=7) 83:!(J
-.. ....,. __ 118. 60() 71::119:: ,) • 1) 4.~o 0.004 I ( ! l :- ) ....... ---· , . ..,
B::!:1 :~. o:::: 119.000 71:::::119'!:: o.o 4.10 0.004 I c-- ( 8~) 835:: ::=:.ooo 119.001) 7 I :::11 <?5:::? o.o 4.81) 0.008 I! I 51 ( 81 > B..,..,..- :::.100 119. 1)0() 71:::;:1195.: <). 0 4.:::o o.oo~ II 57 ( 9:) B.:::!i4 7,4. 9(H) 119.1)~<) 71::=119~= o.o 4.::o 0.006 I I 4: I 7(1)
Plate
86134
C-1.8
February 1987
Page 7
FILE :LATITUDE!LONGITUDE! CODE NORTf-:1 : WEST
EOSEARCH RESULTS
:QUAKE DATE DEPTH: MAG.
Ckm>
SGD
86134
SITE ; SITE: ; ~F'F'ROX. ACC. : !NTENS: ::>I STANCE
g MM m1 ·ikm)
- .---:--------:---------.------------:------:------,,-- .. -:------:-----------83~!: -· ..... -- 118. :::;::::: 7 ,1::::119:::: <). (l 4 • .:•) r). 1)():: ! -.. \ 1.:0 > ._ . .....,. _,,,,,,..._,, I-,
Et:::~.:, :~. ()(JI) 119. (l(ll) -:1:.::119~= 0.0 4. : c) 0.00~ I ,,.., '· 3;.)
B3~7 ::~. 194 119.465 71::119~.::: : • 7 .... :o 0.004 I -;-4 '· l ::o) 93~8 :::5. 001) 119.01)0 71:::119~:: o.o 4. l c) 0.005 ! :; 1 ( 81J 83~9 :::~.067 119.767 71:::11 q~: o.o 4.::o \). 1)04 I 59 ( 94) 9.::60 =~. o::::: 118.9:::::: 7 I ::J l 9:5:: o.o 4.70 0.007 II ~4 ( 86) a.::61 -.. -~ ... -·..J· ._,o, 11a. sa:: 71::::119~= o. 0 6.10 <).015 IV a:: ( 1 :::: ) a-· ... ....:,c,_ :::s.ooo 119.000 71:::::1195.: (). 0 4.41) 0.006 II 51 ( 81 >
836::: :5. 367 118.58:: 7/=~/19~= o.o 4.60 0.004 I a:: ( 1 :::: ) B::::64 ::;:=;. :::6 7 118.58:: 7;::::1195:: o.o 5.0() 0.006 I I a:: ( 1.:::, 8::65 ::!; • ::s:: 118. 550 7 I'::: I l 95:: o.o 4.71) 0.005 !I I I ( 1.:4 >
8366 ::~. :::67 118. 59:::; 71::::/19~= o.o 4.7(1 t).00~ r a: ( l ::.: ) s.:o7 :5.::a:: 118.~67 71::::;19~= '). c) 4. 7•) 0.004 I ,:._. l ::.i.)
B:::60 ::::; • .::oo 1 :a. 4::-: i/::;!q~= 14. '.:: 4. :•) (l. oo.: -- ! :: ! ) 8::69 ::~.::o, 118.~S:: 7/:::;!q~= (). •) 4. ()() c). oo:: - s:: ( 1.::::) 8.::70 ::~.=67 118.!;8::: 7 l::::119~= o.o 4. :::o 0. O<).:: ! 8:: ( 1--, 9--· ._, I • =~.:s:: 118.:::!:0 11::::119~= o.o 4.SO 0.005 !! ...... ( 1:4> 9---- =~.000 11a.a:;::: 71::119~:: o.o S.40 0.01:: !II ..... - ( 9~) .... , - ...; .... 837::: =~-=~o 118.48:: 71=::119~= o.o 4.::o o.oo:: I 77 ( 1:4> a::74 =~-==6 118.47: 7 r:.311 ~= 19.7 4.10 1). 003 I a::: ( l :::: ) 837~ ::~.=!7 118. Bl 7 71:::119~: o.o ~.70 0.01:; III 68 ( 109) 9:::7.:, =~-=~o 118.48:: 71::::119~= 1). 0 4.40 ,). 004 ! 77 ( 1:4> S.::7'7 :::~. 1=:: 118.~17 71::119~= o.o 4.00 o. oo.:: I 69 ( 111) 8378 -· --- 118.600 7 1:::119'!::: 0. () 4.~o 0.004 r :~ ( 1:s> ---· ...... ....,..., 8.::7'; --- --- 119. 61)1) 7 I:::; /1 9'!: o. 1) 4.50 <).004 I 7q ( 1:s, ., ...... ...,,.._ .. .., s::so -C" --.. llS.474 7 1::: /19~= 6.6 ... ~o 1). 0(14 I ·-:::: ( l :::::::: ) - ..,Je ~·-·<eJ
9:::s: ::::!. 067 119. o:::: 7 /::::1 l -:;t~= o.o 4. 10 ,).004 ! .... ( 381 a--=- ::~.::-+~ :.1a. ~o7 71:::/ l '=?'!: 10. 4 4. (ll) <.>. oc: - s:: i 1.:::, ._ . ._._
s::2: :!::;. ()(II) ~is.a:::: 7 1::::1 ! 9'!:: ,). 0 ~.:o c) • .) 1 ! T ,. T •• .I. ... - ( 3=5)
B::::24 -=-~-=67 l 18. !;::::: 71::::119'!:: 0.0 4. ::o 1).0(•::: I .-.- ( l :: .. ) : .... B:E~ ::!! • o:::: 118.Ql:" 71::::119'!'.: o. ,) 4. 10 o. (1(>4 r ~4 ( 87) B:::S6 :::! . 1)6 7 11 a. 9:::: 71::119'!'.: o. 0 4. ! (I 0.004 I ~6 ( 9,:,, s-..-,-_.o I ::::;.067 118.617 7 1:::::119'!:: o. !) 4.00 0. oo:: I o:: ( l (ll))
s::a8 ::=:. 1 (ll) 119.000 7/::4/19=:: c). 0 4. 10 <). 01)4 r =:; \ ,:):, s:;aq '.:5.:::40 118.4?::: , ,-:,v 19=: ::. l 4.!:0 0.1)04 I 8::: ( 1 :::: ) B::90 ::::4.98: l 18 • 9(H) 71:4/19=:: o. ·.) 4. ::o 0. 00'! I I !: 1 ( a::> s::-:;i 1 ::5. 4(H) 118. ::;s:::: 7/::4110=: I)••.) 4.4(1 •). oo.:: I 84 ( 1:=> s--=- :~.:90 118. 4 ;,:i 71::4/!9'!.: 14. l 4. :•) •). (>()::; I 2() i ! ::'!:))
s::-=: ::~.:: ! b 118.!i14 7:::4/!0'!.: :.~ 4.:o '). 1)0.:: s,:, ( ::o, a.::?-i -- -...... 118.54(1 7/:4/19=: Q C'
•-' 4. (>(> •). O(•.: - 3(> I :. .:'=') a----._.-,..., -- -..---·--. --·-· 118. !:.::: 7i::4/19'!'.: •). ,) 4.:o 1) • 1)(1:: [ :~ ( : ::•)) a.::-;~ :~. 01.1(> 119. 0(,(1 7/::=119'!: o. ,.:, 4. (ll) o. 1)()4 I ~l 3!' 9:::o::::1-:- :5.41)1) 118.58:: 71::51!9~= c). <) 4. 1 C) o. oo::: I 64 ( l ::5) s::~a ::5. ::11 11s.4q9 71::51195.: :.8 ~. (>(l 0.006 .... 30 ~ ::9) 9:::;9q =~. 1:;:: 118.767 7;::~119~= o.o 4.41) o. 1)()5 I I o.: ( 101) 8401) ::5.:::; 1 7 118.494 7/::=119'!.: .... ~.70 0.01! : I I 81 { 1 ::o >
-· ..i
94()1 .::5. =1 ~ 118.!ilo 7/:~/19=: l l..: !i.70 0.011 I : I ao ( 1:9) 840: ::5.::99 118. 4 ::::; 7/:!i/19=:: -1. 4 4.80 o. 00~ I! 81 ( 1:: l I
_94(>: :5.::89 118. 461> 71::6/195: 10.8 4 • .:o ,:, . oo:: I 8(1 l ::-=-) 84(l4 :::=:::. 19:: 118 • .:,(11) 7;::::,119=: (l. () 4. (le) (l. (:(::: r :"•:, ( l :.: .' 84()!::; :::=:. ::s:: 118. :::::!:1) 71::6/19'!': ,). •) 4. ::,) ,:,. ,:,o: I 77 ( ·1=~)
84,:•o :-~. •)8:: 118. 7~(1 7 /:6119=:= (J. •) 4 • .r.l1) ) • 005 : I -:1) ( ::::,7 \
B4tJ ~ :::5. 08:: 11s.-:-r=u -;:::6/19'!':: t). I) 4. ,:,o ,:: . •)(,:: r :;it) ( ·:::,7) 841.:8 :=. 1s::: ! 18. 01)1) : ;::.:,,' 1 Q'!;.: .:, . ,) 4 • .:::,,) l·,. 0(,:; !I -:-,:. . l:: J
8409 :::5. :: 14 118.~::i:, 7:::.:,/19~: .::,. 3 4. :::1) (l. ()(J.::: I :?1) 1.:s >
8410 =-~. ::::o 118.518 :-1::7/1Q5:: 6.5 4.:o 1). oo::: r 80 ( ::9> B4ll :::=:.500 11 B. :!;(H) 7/::7/!C?~= o .. ) 4 •. )1) r). 1)1): - 9: ( 148) 841.: ::~. o:::: 119. 050 7/::71195:: o.o 4. l (l 0.0(14 I ..... ( 84)
841:: :~.::67 118.!iS: 71:7119=: o.o 4. :•) 0. oo:: I s:: { ! :::::: )
Plate C-1.9
February 1987
Page 1 (l
FILE :LATITUOE!LONGITUDE: CODE NORTH : WEST
EQSEARCH
RESULTS
:QUAKE DATE DEPTH: MAG.
<km>
SITE : SITE : ~PPROX. ACC. : INTENS: .JI STANCE
g MM m1 (km>
-----,--------.-. ------.------------:--~--:------ --~~--:------·-----------9794 35.18: 119.174 6/ 4/1950 14 • .: 4.00 o. (ll)3 .:i.: ( l ') 1 ) c =5 ::4.::=5 1!9.761 8/ 9/1956 4.0 4.00 ().000 ! ! --- l 5~) c ........ ::4. 118 119. ::::o :118/1957 1::. a 4.70 1). o:::~ './ ·- ( 19) C ::1 ::~. :::=9 118. ~1:: 6/:8/1957 1.o 4.10 0.003 I ...... ( 1::1> /..,J
C 40 34.841 119.:'.4() l Ill/ 19:;a 10.8 4.00 o.oo:; T • - 4 ::9 ( 6::>
C 46 ::4. ::;49 119. 49: 7/14/1958 16.0 4.70 o.o::o IV :o ( :::> c ...... ::4. 471 119.757 11110119:;s 1 :;. = 4.00 O. OOo !I --. ( .:,t)) _._ _., Cll! :::;. 184 119.099 71 1/1959 9.0 4.70 O.OOo II 6: ( 10 l >
C 1:::: 34.456 l ::o. !i:: l 10/ l/1959 14.:: 4.:;o 0.004 I 7q ( 1::7> c1::9 :::4. 11 b ll7.47!i 6/:S/1960 1::. 0 4. 10 o.oo: - C:16 ( l :;:; ) c1s:: .:5. 199 118.5::l 9/ 1/1961 4.~ 4.00 0.003 I ' ... ( 11 7) C190 ::::.a:;4 117. 7~= 10/ 4/1961 4.:: 4. 1 (I 1) • oo:: - e~ ( 1:::-) Cl9:: ::::.6~4 ll7.9C?4 101:0119.cl 4. a 4 •. ::;c) o. 0()::; ! -;"Q ( 1.:7> C.i.97 :;:::.~~~ 117. -:;ia:. l 1.)1::011001 0. 1 ..... ;)(l I). co::: - :~,) ( 1.:s > Cl94 ::::: • .:io:i 117. ::;79 101::()/1961 7.: 4. •.)<) 1). 003 - ""."'!) 1::s >
c19:; .::::. 671 119.01.: 101:011961 :5. 6 4.10 o.oo:: I ~8 ~ 1:::J Cl9o :::4.941 118. 987 1111::11901 10.7 5.00 0.011 IT ... .. .,.7 ( 7~) Cl98 ::;.oeo 117. 99:: 111=0/1961 4.4 4.00 0.003 - 78 ( 1::61 c::09 ::4. es::; 1::o.6a:: '.:,/ 1/196:: o.o 4.50 0.00::::: I Q7 ( l ::!') c::::::: :4.490 119.691 9/16/196= 1::.:: 4.00 0.006 II ::.:i. ( !'!::) c::=9 ::4.9:::: 119.10: 1/ 9/19c,;; 8.7 4.00 0.00~ I I 4:5 ( ';"=) c---_...., .... ::;4. 9:::: 118.976 ::, 1/190:; 1:::. 9 :;.oo 0.011 I II 46 ( 74) c ... ------ 34.94~ 118.968 :::::, 4/190:: a. :s 4.00 0.004 I 47 ( 76) c:::;6 ::::. ~4:: 118. :::;40 9/ 14/196:: -· - 4.::o 0.004 ! 69 ( 111 >
c::7s :;:; • 441) 118.:47 1/ :11<?64 6.:: 4.::o o.oo:: - o: ( 149) c::s9 ::;.454 118.60:; :, 7 / ! 96 ... -:.o 4. 4<) o.oo:: I 67 140 > c::9,) :!i.46!i 118 • .:::,08 :/ 7/1904 -o.:; ... :o o.oo:: r 86 ( 1:9> c::ci7 ::;4.::68 118.44:5 a,:::0/1904 l :5. 4 4.()0 o.oo:; II 40 ( o!i > c.::11) ::~ .... := 11a.6c4 91:::::011904 7.4 4.1)0 o.oo:: - 94 ( l ::o) c--· ...,_. :4. 140 11:-.:;1:; 1/ 11 l 96!i !i. 9 4.4(1 o.oo:: I 94 ( 1::1> c--- :;4. l ::: 117.4:6 4/l!i/l96!i .... 4.!:0 o. oo:: I 99 ( 1~9) __ , -· .... c::::.:. ::4.485 :.1s.::::1 7/16/196::!; l =:. l 4.00 0.006 II ..... I 6.:> ==~4 ::4.857 1.:0.470 01.:111960 .:. l 4.10 o.oo:: - 3:; ( 1 ::7 > C::69 :::::. 6::: 118.467 1/ 8/1967 11. 4 4.00 0.004 I ".;;9 ( 96) c::-;-o :::.. 60:: 118.41::: 1/ 8/1967 17.7 4. ()I) o.oo::: I 6t) ~o> c::7o ::::.996 117.97~ 6/l!i/1967 10. 0 4. 11) 0. oo:: r 70 ( 11:::> C4l:: :!; . ::::o 11e.:;07 ~/=9/1968 : • 1 4.00 o. oo.:: - Sl ( : .:: ! ) C41.J. :4. ::.:..: 119.691 6l.:0119oa :.:.~ 4.(10 0.007 n :1 ~(.·)
C41~ :.i. :.s:: 1!9.o-+c :::,./":..O/ l 0 6a i3. 4 4.(10 0.0()8 T' T' =~ ( .J7) ... C41.:::i :: .... =~·) 119. c,!;.:l 01-:..9119".:><3 14 • .!:I 4.10 o.oos t : I =~ 4,!)1
C417 :;..:;.::~:: 1!9.oc;a :::,;::9119oa 9 ~:; 4.:o o. 0«.)8 : rx :1 :;i:1) C413 34 • .:o7 l 19. :;.::, 7 6/:9/lGl6d lo. 1) ... .:o 0.01: ! I I .: ... ::a> C41° .::; .... .:4:; 119.588 6/-:..9/1968 1. a 4. (H) 0.009 I I I =~ ( 41))
C4.:0 :;4. 19:: 119. r.::: 71 !i/1968 1::.0 4.00 0.006 I! :::.:i. { ~4) C4:l ::4. 11 a 119.70: 71 ~/1968 :;. 9 5. ::o 0.018 IV -- ( :;4) ~·-C4:::.:: ::4.07: 119. 1::::: 7/ :;/1908 4.:: 4.00 0.006 !! ::o ( ~7) C4.::: .::4.176 !19.7:;4 71 7/1968 1.:.s 4.~o 0.009 I! I ::::s ( ~6) C4=.4 ::;~.=~..i 119.6.:S 71 8/1908 1::. 7 4.00 0.008 I! I ::7 { 44) C4:~ .::-+.=~~ llQ.,=,14 71::111969 1 :;. 0 4.00 o. <)08 I I I ::.:i ( 4:::> C4:::l ::4. :;6:s 11s.11:: :::.:s11 ,.:;6.:;i ,,,,. - 4.::o 0.01)4 ! -. ( 101.)) .... _, ..::,_
c~:..: ::4.::04 11 7. ~7·) C' • ...JI ~/196~ S.8 4.40 <). oo:: I '='•) ( 14~)
c:; 1.::i ::4.::6~ 1.:0. 888 ::,/ 1::/ 196~ l O. 0 4. (11) 0.1)0: - qc:;, ( l C)I) I
c~.: .. :::: . .:';' l 119. 19:: 101:4/196~ l 0.1) ~- 1 !) 0.008 .::8 l : l (l) c::.:.:> :::: • ::::'=' 119. l 1)4 101::4/1969 -1. a 4. 71) 1). ,)Oo : I .:, :; lt.>41 c---- ::::. !:4~ ll:".907 lt)/::7 I 1969 6. :!,. 4.50 I).(..)()::: ! S': 148) c~.:9 :::. 4::::0 119 .1)90 11)1::1 I 1969 I • _. 4.80 0.007 I I '.::9 I 04)
c:;45 34 • .:67 111.::1s 9 I 1.:11970 8.0 4. 10 o.oo: - :;,:: { 150) C:'!46 : ... ::70 117.~40 911:11970 8.0 ~- 41) 0.007 I I ~: ( 148) c:;,..7 34. :::s 1 11 7. !::'!:: 911::11970 8.o 4.40 0. oo:: I -.:;, 1 ( 147)
Plate
86134
C-1.12
February 1987
P.age ll
FILE :LATITUDE!LONGITUDE: CODE NORTH : WEST
EQSEARCH RESULTS
:QUAl<E DATE DEPTH: MAG.
<km>
SGD
86134
SlTE : SITE : ~F'~ROX. ACC. : INTENS: DISTANCE
g MM mi <km> --.--:--------:---------:------------·------:------:-----.-;------·--.--------C:!!!1 :::4. 41 l : : 118. 40 l :/ 9/.1971 8.4 6.41) 1). o::-:- ·.; 44 '· -:9(>) C"" ...... ::4. 41 l l l 3. 401 :1 9/1971 a. o ~.80 r). o.::: : 'J 44 i -o) c=!::: ::::;4. 411 llS.401 :; c;u 1971 8. (I 4.:o 1). 006 ! ! .:l4 -'))
c:~4 :::::4. 41 l 118. 40 l ::; 9/1971 s.o 4.10 0.00~ I l ..... ( 71))
c~::~ ::;4. 41 l 118.401 :; 9/1971 8.0 4.~o 0. 007 I! 44 ( 7t)) c:~o ::4.411 119. 4<)1 ::1 9/1971 8.0 4.:o 0.0(16 II 44 ( 71)) c:~7 :::4. 411 118. 4() 1 :1 9/1971 8. 0 4.10 0.005 I I 44 ( 70) C::!:!8 34. 41 l 118. 401 :1 9/1971 8.0 4. 10 0. 00=:i ! I 44 ( 70) c::9 34.411 118.401 :1 9/1971 8. <) 4.::o c).006 I I 44 ( 71)) C560 :::;4. 411 118.401 :1 9/1971 8.0 4.70 !) • (l()9 III 44 ( 70 >
C!:61 :::;4. 411 118.401 =/ 9/1971 8. !) ~.80 o.o:: : •,,; .l4 ( 7<))
C56:: :;4. 411 118.401 :1 9/1971 8. () 4.40 (). 0(>'7 ! : -l4 ( '7"1))
C~o::: :;4. 411 118.401 :/ 9/197! 8. (> 4.10 (I. ()I)!:; I I 44 ( :"•)' C5c4 ::4.411 ~ ! 8. 401 ::/ c I 19:" ! a.,) .:i.. 10 !) • ')(1= j, ..I. ..l4 ..,.r:,) c=:o5 ::4.411 118.401 :1 q/1971 9. 0 4.::o (I• i)()6 : r ..14 ( 7't))
c=oo 7,4.411 119.401 :.1 9/ 19";° l 9. <) 4. l (I o.co~ !I 44 ~ 70) C~67 ::;4. 41 l 118.401 :1 <Ul971 8.0 4. 10 o. !)C):i II 44 ( 71)) C:i68 :::4. 411 118.401 :1 9/1971 a.1..) 4.=o 0.006 I I 44 ( 7<))
C:i69 :;4.411 118.401 =.1 9/1971 a.o 4. 10 o. 0<):i II 44 ( 70) C:i70 :;4.411 118.401 :1 9/1971 9.0 4.10 0.00:i II 44 ( 7(1)
C:i71 :;4.411 118.401 :1 9/1971 8.0 4.00 1). 00:i II 44 ( 70) C!i7:: ":4.411 118.401 :1 911971 8. 0 4.00 0. 00=:i II 44 ( 70) C:57::i :4.411 118.401 :; 911971 8. () 4.!:0 0.01)7 I I 44 ( 70) C~74 34. 411 118.401 :.1 9/1971 9. ,) 4.00 0.00~ II 44 ( 70) c ........ -/ ..J :::4. 411 118.401 :1 9/197: 3.0 4.:o •). 006 I: 44 ( "'.'"t))
C:!76 ::::;4. 411 118. 40 l :::1 9/lq71 9. (l 4.::;o (l. :)1)7 ! I ..14 ( "."',>)
c·--.,,,,; / I ::::4. 411 118.401 :; Ci>/1971 8.:) 4.60 0. 01)8 I I I '14 ( :"•)' C~78 :;4. ::01 118. :::06 :.,1 9/1971 ~- ·) 4. :-o 0.01)8 : 1 I .iq ( 78) C:i79 ::;4.411 118.401 :1 q/197! 8. \) ~.::o 1:,.01= !V 44 ( 7'))
c=:so ::4. ::::::? 11 S. :.:-:: :/ 9/19-,l l ! . ! 4.10 l). ,)(•:i I I 47 ( 76)
C~Sl ::4.:::7 118. 406 :/ 9/1971 11. 9 4.00 0.00:i ! I 43 ( o~l C:ia: 7,4. :::44 11s.e::6 :1 9/19-,1 -:.o 4. 9() l). () l.:, I'./ :;o ( 4::3) c~e::. 7.4.::87 118.::64 :; Q/1971 -l..:) 4.00 0.00~ : I 46 ~ 7:;) C~84 ::4. 4:::::: 118.::98 :1 9/!971 -:.o .... l ') 0. ()()~ I I 44 ( :" t)
C:i8~ :::;4. ::09 l 18. 4~4 =/ 91197' ! 6.: ~.::o 0.01= I'J 41) ( .::,4)
c:=ao :4.=:::~ 118. ::::: l :/ -:, I l c:;t"."' 1 14.: 4.80 1). r)t)9 : I I 47 '7o i c=:87 ::4.4:i7 118.4:-:- :1 ,:;'f1971 -1. (I 4.::o 1). ()<)6 II ..1-:: ( o::i>
c=ss :;4.::70 110.::0: :110/1Ci>7l 0.3 4. :)(I .:,. 0(14 I 4q ( 70) C!:SQ ::4. 411 11s.:::9 =/101197! ... 7 4 •. ::o I). ·.)(•6 I I "'8 ( ":"''7")
c~q(, :;4. 4:.:i tl:3.41-+ :1lt)/197 ! =:. 8 -l. ~(J o. ,:,oa ! I 4:: ( -:-,:,, c~q1 ::..; • :::a4 118.4~~ :11•)/1971 o. (I 4. :1) c). ()(le, ! I 40 ( ::,!; )
C!:9: ::: .... ::;9q 113.41'::1 :: l (> 1197 ! Q.7 ... ::o 1). )06 ! I 4-::; ( :,9) C=:i9:: :,4. ::61 118.487 :1 ! <)/ 1971 4.4 4.:o !) • (';1)7 !I :;9 ( .:i.::> C!;94 ::;4. ::96 118.::60 :11011q71 6 • .: 4 • .:o l). 0(16 II 46 ( -:-:: ) C=:i9= :::;4.446 118.4::6 :11011971 s. 1 4.::o o. 1)00 I I 4:: ( 68) C~96 :::4. :;97 118. 4:;9 :1:::.11971 6.q 4.70 o. 0(,9 II I 41 ( .:,7) C:!97 :;4.:;9::: 118.4:7 :/::l/1971 7 • .: 4.~o 0. (>08 I! 4-- ( 68) C600 34.3~:: 118.4~6 :1 7/1971 ,.;.,, . -· 4.50 I). (1(18 I I I 4(1 ( 64) coo:: 34. :::s6 118.474 :;1:::~11 <n1 4.6 4.:o (I. ,)(>7 ! I :9 ( 6::') C60:: :::4.:Q6 118. 46 ... :;/::0/1971 :.. 6 4. 10 O. ,)Oo I I ::9 ( .:,:., C6o.i :::..;. :s6 118.~l~ :;1::11!0-:-1 ::: • l 4.61) ,:, • (l l 1) I! I :6 ( ~8) C60'S :;4.4:8 1:3.41:: 4/ l/19-1 8. i) 4. ! (I (). t)()~ I I ..1::: -;,:, }
C60o ::4.::84 11s.::;:3 4/ :/1071 :: • ,j .... 1)(1 (;. !)(>,:;, ! r :::6 ( :;7) C60: ::4.:6!i 118. ::;:""."' 4/l~/1071 4 • .: 4. ::o 1). )<)8 I l -- ( "!~ ·, -·-· C608 ::4.::68 118.:::1'4 .i.1:=:1q71 -:. t) 4. l)(I (I. (>(•4 ! "'a ( :-s) C6ll 34.::7:; 119. !::::: 6/::111971 4. l 4.00 •). OOo I I -.... ( ~7) ·-·..J
C6:::: ::4.784 118.90: 7/:7/197'.: 9. t) 4.40 (I. 1)1)8 ~ II ::a ( .:, l ) C630 :::4. 06!5 119.o::= :/:1/197:: 8. I) ~.90 IJ • 060 \JI l:, ( :o> C6::l -... ---- 118.::;48 :::;; :::;1197:; 8.0 4.C)(> o. oo:; I 74 ( l :o) . ..,,..J._...,.,..J
Plate C-1.13
February 1987
Page 14
FILE :LATITUDE:LONGITUDE: CODE NORTH : WEST
EQSEARCH
RESULTS
;QUAKE DATE DEPTH: MAG.
C km)
SITE : SITE : APPROX. ACC. : INTENS: DISTANCE
g ,.,,., 11'11 < km>
-----.--------;---------:------------·------:------:-------:------·-----------El<:?9 :4.::oo 119.::oo 5/15119=7 (). 0 4. 1)() o.o:7 '.,/ Q ( ~ .... )
e:::o:: :: ... 4()() 110.70() 81::6/19::7 o. 0 4.0() (). (H)7 II -... ( :::: ) _,_ e:::cJ::: ::::: • 91)(1 11 a. ::oo 10/ 3/19=7 0. !) 4.60 (l. (lt)6 ,. . .:,t) ( ~;) .... e:::04 :::=:. ()<)() 1::0.500 11/19/19=7 0. (l 5.00 0. 00:5 I! 01 ( 147) e:::o=:; :::4.600 1::0. 71)1) 1::1 5/19::7 0.0 4 . .:o o. oo::: I ':) 1 ( 146) E206 :::4.600 1::0.700 1::1::111c;i::7 0.0 4.00 o.oo:: - 91 ( 146i e:::o7 :::4.900 1::0.400 :::1::9119::S o.o 5.::o 0.007 I I 33 ( 1.:.:) e:::09 ::::.aoo 110.:::00 l ::I': 1119::S o.o 4.00 0.004 I 59 ( 9~) E::10 :=4.000 118.000 5/ ~/19::9 o.o 4.oo o.oo:s I I 69 ( 110) E::11 :4.000 118. 000 :;; :5119::9 o.o 4.00 0.003 I 69 ( 110) e::: l:; ::4.400 11<;,.aoo 9/ 9/19::9 o.o 4.60 0.010 I II ::a ( 61) E::14 .:4.000 117. 700 1::1 :119::9 o.o 4.00 o.oo:: - 8:S ( 1::7) e:::15 :::4.100 118. 00<) 11::7 I 19::;0 1). 0 4.60 O. Oc)~ II 67 ( 108) E-·--·· :;4 • <)(H) 118. 41)() 10/ l I 19:::0 (). 0 4.~() 1). 008 II 47 ( 76) ...................................................................................
-END OF SC:ARCH- 781 RECORDS FOUND
MAXIMUM SITE ACCELERATION DURING TIME PERIOD 1600 TO 198~: 0.089 g
MAXIMUM SITE INTENSITY <MM) DURING TIME PERIOD 1800 TO 198~: VII
MAXIMUM MAGNITUDE ENCOUNTERED IN SEARCH: 7.9
NEAREST HISTORIC EARTHQUAKE WAS o MILES AWAY FROM SITE.
NUMBE;; QF Y!::ARS REPF.'ESE!'ITED BY SEARCH: 186 vears
86134
Plate C-1.16
EC SEARCH
RESULTS
SGD
February 198 7
RESULTS OF PROBABILITY ANALYSES
TIME PERIOD OF SEARCH: 1800 TO !98~ LENGTH OF SEARCH TIME: 186 vears ATTEN. RELATIONSHIP: CAMPBEL~ <1981) Uncons~ra1nec - mean •••• TIME PERIOD OF EXPOSU~E ~OR PROBABILITY: :o years
PROBABILITY OF EXCEEDANCE FOR ACCELERATION
NO.OF AVE. RECURR. COMPUTED PROBABILITY OF EXCEEDANCE ACC. TIMES OCCUR. INTERV. 1n 1n 1n 1n 1n !n i:,
Q EXCED #/vr vears o.: vr: l vr: 10 vr: ~O vr: 7~ vr:100 ~r: •••• ----:---- ,:------;------- ------:------·------:------:------:------,------: 0. ,) 1 : o.o.::: o.o::: 0.04: 0.05: 0.06: 0.07: o.os:
1 \,)(): -... . ..,...,. 17: 10: 6: C'. ..;,
1 : 1 :
o.::s: :.SbO:o.:::7:o.~1~9:0.9954:1.0000:1.0000:1.0000:1.oooo: o.1ss: :.::14:0.0898:o. 171::0.8477:0.9999:1.ovoo:1.oo~):u. 0 ~65: 0.091: 10.941 :o.0447:o.007=:0.~991:o.9896:0.998q:o.Q9qq:0.i7~6: o.o~4: !S.boo:o.o:b::o.o~:::o.41:9:o.9=:o:o.98:=:o.q9~4:o.soo7: o.o=:: :i.ooo:o.01bo:o.0~17:o.:7s7:o.soo7:o.9110:o.960:::o.6=o1: o.o:7: :7.:oo:o.01:4:o.026~:o.:=s7:o.7=9=:o.s668:o.9=:o:o.=~:6: o.oo~::e6.ooo:o.oo:7:o.oo~4:o.o=:=:o.:=~7:o.==10:o.41~q:o.14qo: o.oo~::sb.ooo:o.00=1:o.00=4:o.o~==:o.:=~7:o.~=1a:o.41~9:o.1490:
86134
Plate C-1.1 7
February 1987
EOSEARCH
RESULTS
PROBABILITY OF EXCEEDANCE FOR MAGNITUDE
NO.OF AVE. RECURR. COMPUTED PROBABILITY OF EXCZEDANCE MAG. TIMES OCCUR. INTERV. in
EXCED #/vr years 0.:5 yr: 1n 1n 1n in 1n .l yr: 10 vr: ~O yr: 7S yr:100 vr:
in ........ ----:-----,------.----~~:------'~----·------:-~---·~----:------:------; 4.oo: 781: 4.So: ::a1: 5.oo: 104: :.~o: 36: o.oo: le,: c,. :o: 7: 7.oo: ~: -: • :50: .... -·
4.199: 1.:Sll: 0.:5:S9: 0.194: 0.086: 0.038: o.o:7: 0.011:
o.=:s:o.s77:S:o.9e~o:1.oooo:1.oooo:1.oooo:1.oooo:1.oooo: o.oc::o.:s302:o.7793:1.oooo:1.oooo:1.oooo:1.oooo:1.oooo: 1.7ee:o.=439:o.4:s3:0.9963:1.oooo:1.oooo:1.oooo:1.oooo: :.107:o.09==:o.17co:o.s:s:sc:o.9999:1.oooo:1.oooo:o.99iO:
11.a:::s:o.04=1:o.os=4:o.:s7o9:o.9sc4:o.99e4:o.9o9e:o.9=4:.: :6.:S71:o.01ea:o.o:09:o.:1:o:o.e477:o.q40:s:o.976a:o.6767: :7.=oo:o.01:4:o.o:as:o.===7:o.7:9=:o.ea6S:o.9=:0:o.:::6: q=.ooo:o.00~4:o.0107:o.1019:o.41:9:o.::s=6:o.6:ss:0.:7~7:
GUTENBERG & RICHTER RECURRENCE RELATIONSHIP:
.a-value• 4.024 b-v,;al u&• 0. 8:54
beta-valu•• 1.9oc
86134
Plate C-1.18
February 198 7
~
c: < Lu >-.........
c.n I-z Lu > Lu
1.1.. 0
a: Lu CD ~ :::, z Lu > 1-1 I-< ....J :::, ~ :::, u
100
10
1.0
0.1
0.01
0.001
'
EQSEARCH
RESULTS
LOG N • 4.024 - 0.854M
o.0001------------------------------------------J.o 4.0 5.0 6.0 7.0 8.0
MAGNITUDE (M)
SEISMIC RECURRENCE CURVE WITTEN8E~G - ~IVINGSTON
9.0
JOB I: 86134 HISTORIC EARTHQUAKES F~OM !800 TO !985
SGD
86134
Plate C-2.1
February 1987
UJ u :z <(
Cl UJ UJ u x UJ
lJ.. 0
>-I-...... .....J ...... co <(
co 0 c= Cl..
1.0 ::: ·}'\~**
EQSEARCH
RESULTS
I I ---: Xx - TIME PERIOD OF EXPOSURE : .if,
X • 30 years -** + llll 1 year
r-50 + * ... years xx
0.1 I ... + ...
r-... '""'
+
'""' ... + +
-0.01 ... ... ... ... ... ++
'""' ... ...
0.001 ... ... ... ... ... ... ... ...
0.00010 0.1 0.2 0.3 0.4 0.5
PEAK HORIZONTAL GROUND ACCELERATION (g)
HORIZONTAL ACCELERATION PROBABILITY WiTTcNBE~G - LIVINGSTON
SITE LOCATION UTI11.JCE: 34.2781 N
LONSinJDE: 119.1!517 N
---
--------
--------
--------
0.6
JOBI: 86134 HISTORIC EARTHQUAKES FROM !800 TO !985
86134
Plate C-2.2
EQFAULT SGD RESULTS
February 1987 86134
DATE: =6 JANUARY 1987
........................... * ... + E Q F A U L T +
* * ...................... <Determ1n1st1c P-ed1ct.cn of Peak Hor1:ontal Accel~rat1on
From D~g1t1:ec Cal1forn1a Fault.>
SEARCH PERFORMED FOR: Staal Gardner~ Dunne Inc.
JOB NO.: 801::4
JOB NAME: WITTENBERG - LIVINGSTON
SITE LOCATION: LATITUDE• 34.=781 N LONGITUDE• 119.1~17 W
SEARCH RADIUS: 100 MILES
FAULT-DATA FILE USED: SGOF~UL;
ATTEN. RELATIONSHIP: CAMPBE~~ <1961> Unconstrained - mean
Plate C-3.1
February 1987
EQRISKCU
RESULTS
SOURCE ll 1 EIHO/YRI= .250£-0l .174£--04 .JcAE--06 .106£-08 .971£-10 .309E-ll .OOOE+OO .OOOEtOO SOURCE 13 2 EOIO/YRI: .183£-03 .905£--05 .48SE-07 .b06£--09 .lllE-10 .OOOE+OO .OOOEtOO .OOOE+OO SOURCE 1l 3 EOIO/YIU= .1 llE--Ol .325£--0S • 843£--08 .b59E·IO • OOOE+OO , 000£1-00 • 000£+00 .000£1-00 SouacE 13 4 EIHO/YRI• .344£--04 .496£--06 .487£-09 .OOOE+-00 .OOOEtOO .OOOE+OO .000£+00 .OOOEtOO SOUiCE 13 S EUIO/YRI= .:SlE--OS .270€--07 .me-10 .000£1-00 .OOOEtOO .OOOE+OO .OOOE+OO .Ol.l()E+OO SOURC£ 14 I EUIO/YIU= .mE-03 .788E-04 .158£-05 .49SE-07 .23lE--08 ,150£--09 ,ll4E-l0 .;;o;r.oo SOURCE 14 2 ECNO/YRla .mE-03 ,129£--04 .218E--Ol. .598E-o&-.255E-o9 .150£-10 .69'£-12 .OOOEtOO SOURCE 14 3 E(HO/Yl<I• .J86E-Ol .129£--04 .me-011 .24SE--08 .819£-10 .344E-ll .OOOEtOO .OOOEtOO SOURCE 14 4 EINO/YRla • 713£--04 .249E-OS .807£-08 .730£-10 .oBBE-12 .OOOE+OO .OOOE+OO .OOOE+-00 SOURCE 14 5 EOIO/YIU= .287£--04 .546£--06 .756£--09 .329E·IJ .OOOE+OO .OOOE+OO .OOOE+OO .OOOE+OO SOURCE 14 II EINO/YIU= .J04E--04 .llBE--06 .840E·IO .OOOE+-00 .OOOEtOO .000£1-00 .OOOE+OO .OOOE+1.IO SDURC! 15 I EINO/YRI= .SSSE-04 .542£-05 .309£4)7 .lSBE--09 .894£-11 .904£-13 .-OOOE+OO .OOOE+OO SOURCE 15 2 EIHO/Yf(I: .:88£-03 .:HJE--04 .478£--011 .119E--07 .476£--09 .264£-10 .HlE-11 .OOOE+OO SDUlicCE 15 3 £1HO/YRI• .307£-03 .538£--0_4 .183£--0S .802£·07 .48'E--08 .lSSE--09 .374£-10 .4l7E·lt SOURCE 16 I £0;()/YRI: . 448£--04 .277£.-011 .102£--09 .OOOEtOO .OOOEtOO .000£+00 .OOOEtOO .000£+00 souacE 16 2 EIHO/YIU• .278E--OS .67lE-OB .!87£-13 ,000£+00 .OOOE+oo .OOOE+OO .OOOE+OO .OOOE+OO SOURCE 17 1 EUIO/YRI• .IIOE-03 .5-97E--OS .m£--07 .440£·09 .102E·l0 .000£1-00 .000£+00 .OOOE+OO SIUCE 17 2 EINO/YRla .253£--03 .210£-04 .255£--011 .5o2E--OB .205£-09 .989E·l1 .OOOE+OO ,OOOE+OO SOURCE 17 3 £010/YRI• .515E--Ol .4"£--04 .J87H5 .777E-07 .460E-OS .JS9E--09 ,l46E·l0 .ll4E·l1 SOURCE 17 4 EINO/YRI= ,139£-02 .236E--03 .149£--04 .121£-05 .l23E--06 .J50E-07 .215E·OB .JS4E-09 SOURCE 17 5 EOIOIYIU• .291£-02 .5o4E--Ol .559£--04 .689E-OS .965£--06 .153£-06 .269£-07 .SJJE--08 SOURCE 17 6 EINO/YRl= .158E-v2 .294E-03 .250£-04 .264£-05 • .:S28E--OII .471E--07 .768£-08 .142£-08 SOURCE 18 I EUIOIYRI" .142£-02 .191E-O.:S .577E--05 .259£-06 .163£--07 .133£-08 .132E·ll9 .159£-10 SOURCE 19 I £1NO/YIUa .8b9E--02 .1:HE-02 .152£--03 .208£-04 • .:Sl5E-ll5 ,612£--06 .124£--0b .278£--07 SOORC£ 19 2 EINO/YRI• .:&IIE--01 .266£-01 .bl2E--02 .20lE·02 .716£-0l .279£--03 .116£--03 .50SE-04 SOURa'. 20 1 E CNO/YIU.. .103£-011 • 493£-10 • 000£+00 • llOOE+OO • 000£+00 .OOOE+OO .000£+00 .OOOE+OO Souat£ 20 2 EUIO/YRla .207E--07 .40lE·II .000£•00 .OOOE+OO .OOOEtOO .OOOEtOO .000£+00 .OOOE+OO SOORCE 20 l EOIO/YRl 11 .170£-08 .OOOE+OO ,000£+00 .000£+00 .OOOE+OO ,000£+00 .OOOE+OO .OOOE+OO SOURCE ZO 4 EINO/YRI• • 783£·11 .OOOE+OO .000£1-00 .000£•00 .OOOE+-00 ,OOOE+OO .000£+00 .000£+00 SOURCE 20 S EINO/YRI• .434E·l1 .OOOE+OO .OOCIE+OO .000€1-00 .OOOEtOO .000£+00 .OOOE+OO .OOOE+OO SOURCE 20 II E I NO/ YR) lll • OOCIE +00 • oooe +00 • OOOE +00 • 000£ +00 • OOCIE tOO , 000£ +00 • OOOE tOO • 000£ +00 SOURCE 20 7 EUiO/YR, .. • 000£ +00 • oooe tOO • OOOE +00 • OOOE tOO • OOOE +00 • oooe +00 , 000£ +00 • OOOE +00 SOIJftCE 20 B EUIO/YJOa .000£+00 .OOOEtOO .OOOE+OO .000£+00 .000£+00 ,000£+00 .OOOE+OO .OOCIE•OO SOURCE 20 9 EINO/YRI• .OOOE+OO .OOOE+OO .000£+00 .OOuE+OO .OOCIE+OO ,OOOE+OO .OOOE+OO .OOOE+OO IBAO:GROUNDl EINO/YRI• .:2~-01 .o20E-02 • IOlE-02 .179£--0l .l52E-o.t .154E-OS .me-os .mE-Oo AU SOIJl(CES EINO/YRJ: • 215E+OO • 900£--01 .me-u1 .113E·lll .sooe-02 .2llE-02 .112£--02 .S~·vl All SOURCES RISK• .194E+OO .Si>OE--01 .280£--01 .112E-01 .499£--02 .2llE--02 .112E--02 .~--Ol
IUSl:S• .010000 .005000 .004000 .001000 .000500 IIITOISlna S. 73 S. 97 11.04 ttuuuo tteuuu
AIIITIL0611NT£HSJTYI• 106.60 l 1U. 93 411. 48 ttoeoeou utuuu
END OF JOB
86134
SGD February 1987 -Dl- 86134
APPENDIX D
GEOMORPHOLOGY AND SOIL CHRONOLOGY
Appendix D presents the geomorphology and soil chronol
ogy of the Rancho Attilio site prepared by Thomas Rockwell.
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February 1987 -El-
APPENDIX E RESULTS OF SOIL AND WATER SAMPLE ANALYSIS
ENVIRONMENTAL ASSESSMENT
86134
FGL ENVIRONMENTAL
ANALYTICAL CHEMISTS
CLIENT: Staal, Gardner & Dunne 121 N. Fir St., Suite F Ventura, CA 93001
SAMPLE DESCRIPTION:- Antillio Ranch T.P. #4
DATE: February 17, 1987
RECEIVED: February 9, 1987
REPORT OF ANALYSIS FOR TOTAL PETROLEUM HYDROCARBONS (TPH)
FGL# i'Bb5"2- l So i1 78652-2 Water
* Quantification based on diesel #l
** indicates not present at or above the indicated value.
*~ **10
Method of Analysis: EPA SW848 8015 (GC-FID)
Respectfully submitted, FGL ENVIRONMENTAL
·":Y~r--Laura Burns
LB/JQ:cem
t!:;~·~
\IAI ~ OFFICE- 853 CORPOR .. \TIO~ STREET - P.O. BOX 2i2 FIELD OFFICE- i I 7 BRIDGE STREET & LABOR..\ TOR\' SA~TA PAL"L.\. CALIFOR~IA 93060-0272 & L\BORATORY COLL'SA. CALIFOR~IA 95932
(H05) 525-:rn'.! l - 1H05) 659-0410 (916) 458-5801
FGL ENVIRONMENTAL
ANALYTICAL CHEMISTS
CLIENT: Staal, Gardner & Dunne 121 N. Fir St., Suite F Ventura, CA 93001
SAMPLE DESCRIPTION:· ~ntillio Ranch T.P. #4 Soil
DATE: February 17, 1987
RECEIVED: February 9, 1987
LAB. NO.: 78652-1
REPORT OF ANALYSIS FOR EPA METHOD 8020-VOLATILE AROMATICS
ug/kg (ppb)
Benzene Toluene Para-xylene Meta-xylene Ortho-xylene
** indicates "not present at or above the indicated value".
Respectfully submitted, FGL ENVIRONMENTAL
er~~ Laura Burns
LB/JQ:cem
BTX
** 50 ** 50 ** 50 ** 50 ** 50
~f-~ ~ohn F. Quinn, Ph.D.
~UI:-..; OFFICE- 853 CORPORATIO~ STREET-P.O. BOX272 FIELD OFFICE- 717 BRIDGE STREET & LABOR:\ TORY SA:,..;TA PAlJU .. CALIFORNIA 93060-0272 & LABORATORY COLCSA. CALIFORNIA 95932
11..1n::,, ,:!;-'ti.!:?.;_ 1~11:C,) fi'i<U)()J(l l<lJf;) -~",),,L;l..lll]
FGL ENVIRONMENTAL ANALYTICAL CHEMISTS
February 17, 1987 Lab. No. 78652-2·
Staal, Gardner & Dunne 121 N. Fir~ Suite F Ventura, CA 93001
Gentlemen:
Enclosed are results of analysis performed on your water sample received February 9, 1987. Please note that the analysis was performed by West Coast Analytical Service, Inc.
If there are questions, please call or write.
Very truly yours, FGL ENVIRONMENTAL
tr~r~ Laura Burns
LB/JO:cem
rl-Lf~ /o~n F. Quinn, Ph.D.
~.lllli:J';'!!m:m.31 ......................................................................................................... ..
\IAI~ OFFICE- H53 CORPORATIO:,..; STREET-P.0. BOX272 FIELD OFFICE- 717 BRIDGE STREET & LABOR:\ TORY SANTA PAL'L\. CALIFOR:,..;IA 93060-0272 & LABOR.A TORY COLl!SA. CALIFORNIA 95932
!~05) 525-'.~H24- (805) 659-0910 (916) 458-5801
February 12, 1987
FRUIT GROWERS LAB, INC. P.O. Box 272 Santa Paula, CA 93060
Attn! Gretchen ·DeNike
JOB NO. 5228
WOE WEST COAST ANALYTICAL SERVICE, INC. ANALYTICAL CHEMISTS
----- ----- - ------
LABORATORY REPORT
Samples: One (1) water sample Date Received: 2-11-87 Purchase Order No: 4700
The sample was analyzed by gas chromatography according to EPA method 8020. The results are reported as follows:
Compound
Benzene Toluene Ethylbenzene Xylenes
Date Analyzed:
ND.- Not Detected
2-12-87
~i!:a:' ~i;~ Chemist
Parts Per Billion
FGL #78652-2 Detection Limit
ND 0.7
ND 2
0.2 0.2 0.2 0.2
Page 1 of 1
D.J(/!f~h.D. Technical Director
9840 Alburtis Avenue • Santa Fe Springs, California 90670 • 213/948-2225