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

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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~)

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February 1987

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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

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-----'------·-:---------:------·-----·------:--~--'-------.------:-----------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

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-----.-~~~- ·.---------.------------:------·------·-------·------·-----------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

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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.

,--4.

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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