division of mines and geology san francisco district office · 1980-05-29 · division of mines and...

STATE Of CALIFORNIA - THE RESOURCES AGENCY

DEPARTMENT Of CONSERVATION

DIVISION OF MINES AND GEOLOGY SAN FRANCISCO DISTRICT OFFICE FERRY BUILDING SAN fllANCISCO, CA 9'111 (Phone 415-557-0633}

(Phone 415-557-0413)

December 29, 198D

J. W. Cobarrubias City of Los Angeles Building & Safety Dept. 4D2, City Hall Los Angeles, CA 90012

Dear Mr. Cobarrubias:

•

EDMUND G. BROWN JR., Governor

We are placing on open file the follO'iing report, reviewed and approved by the City of Los Angeles in compliance with the Alquist-Priolo Special Studies Zones Act:

-,/).,,wfa' o:i,) Geotechnical investigation, proposed office, 1125 South Beverly i d1T~7 ~ --"! Drive, Los Angeles, CA; by LeRoy Crandal I & Assoc.; May 29, 1980.

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t/ The review comments on the Rancho Ex-Mission de San Fernando (Lots M & B, 11950 Blucher Ave.) also has been received. I assumed the report will be submitted when it is approved.

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cc: A-Pfile(2)V

Sincerely yours,

EARL W. HART Office of the State Geologist CEG 935

' STATE OF CALIFORNIA-THE RESOURCES AGENCY EDMUND G. BROWN JR., Governor

DEPARTMENT OF CONSERVATION

DIVISION OF MINES AND GEOLOGY SAN FRANCISCO DISTRICT OFFICE FERRY IUllDING SAN FRANCISCO, CA 9'111 (Phon• 415-557-0633)

(Phone 415-557-0413)

October 3~, 1980

J.W. Cobarrubias Grading Division City of Los. Angeles Dept. of Building & Safety 402, City Hall Los Angeles, CA 90012

Dear Mr. Cobarrubias:

We are placing on open file the foll~ing reports, reviewed and approved by the City of Los Angeles in compliance with the Alquist-Priolo Special Studies Zones Act:

Geotechnical investigation, proposed office building, 1125 South Beverly Drive (Lots 10, 11, and 12, Tract 1125), Los Angeles, CA; by Crandall and Assoc.; May 29, 1980 (Job No. ADE-80099).

Second addendum, seismic exploration, Lot 8, Tract 22961, 12340 Montero Avenue, Sylmar, CA; by Foundation Engineering (Carl Schrenk); Oct. 1, 1980

Sincerely yours,

'!2tlf EARL W. HART Office of the State Geologist CEG 935

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cc: A-P file/

'·

t CITY OF 'Los ,ANGELES

COMMISSJOHtEflS

MARCIA MARCUS PRESHJl!NT

MITCHEL G. GREEN VK:E-PRE:SIOENT

RACHEL GULLIVER DUNNE TOSHIKAZU TERASAWA PHILLIP VACA

October 22, 1980

Mr. Earl Hart Division of Mines and Geology Ferry Building San Francisco, CA 94111

CALIFORNIA

TOM BRADLEY MAYOR

DEPARTMENT OF BUILDING AND SAFETY

402. CITY HALL

LOS ANGELES. CALIF. 90012

JACK M. FRA TT GENERAL MANAGER

SUBJECT: Geologic-Seismic Study for proposed office building, 1125 South Beverly Drive (Lots 10, 11, and 12, Tract 3535).

Transmitted herewith is a copy of the Geologic-Seismic Report No. 80099, dated May 29, 1980, by LeRoy Crandall and Associates.

The report has been prepared pursuant to Chapter 7.5, Division 2 of the Public Resources Code; i.e., Alguist-Priolo Act.

The City of Los Angeles has reviewed the report and finds it to be acceptable and in general conformance with the minimum requirements of the Special Studies Zones Act. A copy of the Department letter in review of the report, has been enclosed for your files.

APPROVED:

JOHN O. ROBB Chief of Grading Division

\\ rvUi-) . ~~ARRUBIAS ~ngineering Geologist, II

Building and Safety

JWC:rm 485-3435

GL 16:93

Attachments: Geologic-Seismic Report Department Review Letter

AN EQUAL EMPLOYMENT OPPORTUNITY-APP'IRMATIYE ACTION EMPLOYER

,. (

CITY OF ~Lcr3· ANGELES

COMMISSIONERS

MARCIA MARCUS PRESIDENT

MITCHEL G. GREEN VlCE·PRf.SIDENT

RACHEL GULLIVER DUNNE TOSHIKAZU TERASAV.JA PHILLIP VACA

October 22, 1980

The Jedemist Corp. c/o The Sheldon Appel Co. 1100 N. Alta Loma Rd. Los Angeles, CA 90069

1125 SOUTI! BEVERLY DRIVE

CALIFORNIA

TOM BRADLEY MAYOR

LOT 10, ll and 12, TRl\C'l' 3535

DEPARTMENT OF

BUILDING AND SAFETY

402. CITY HALL

LOS ANGELES. CALIF. 9001 2

JACK M. FRATI GENERAL MAt,AGER

The Depar~nent of Building and SAfety approves the foundation investiS;1E~t:£on retJo:--t l,:c. />,DE·-80C99, dcite(1 t•:ay ?.9, 1980, prepared by LeRoy :randall ar.~ hssociates, c·oncer11i~g a proposed office btJildi~~ =or?sist:i~g 0f 3 l/~ offjce levels co11strt1sted over seven pDrk.i.ng 2.-::ve1s

The pl2:: 0 shall coc:r'.y with th(c recornne!ldations contained in the foundat~cn engi11ee~'s report ond the additional conditions listed b2low:

1. A gra~ing permit shall be obtained, for all structural fill, and retaining wall backfill.

2. If the actual foundation design loads do not conform to the founcJation loads assumed in the report, the Foundation Engineer shall submit a supplementary report containing specific design recommendations for the heavier loads to the Department for review and approval prior to issuance of a permit.

3. The installation and testing of tie-back anchors shall comply with the attached sheets titled "Requirements For Tieback Earth Anchors".

4. The soils engineer shall review and approve the detailed plans, prior to issuance of any permit.

AN EQUA.~ ... EMPLOYM;::::NT Ot,POR:TUNl1"Y-AFFIRMATIVE ACTION EMPLOYER

-2-1125 S. Beverly Drive 10/22/80

5. Prior to the pouring of concrete, a representative of the consulting Foundation Engineer shall inspect and approve the footing excavations. He shall post a notice on the job site for the City Building Inspector and the Contractor stating that the work so inspected meets the conditions of the report, but that no concrete shall be poured until the City Building Inspector has also inspected and approved the footing excavations. A written certification to this effect shall be filed with the Department upon completion of the work.

6. Installation of shoring, underpinning, and or slot cutting excavations shall be performed under the continuous inspection and approval of the Foundation Engineer.

7. Suitable arrangements shall be made with the Department of Public Works fer the proposed removal of support and/or re~eining of slopes adjoining the public way.

8. The applicant is advised that the approval of this report does not waive the requirements for excavations contained in the State Construction Safety Orders enforced by the State Division of Industrial Safety.

9. Approval of the site seismicity data to be used for a dynamic analysis requires a separate review under 91.2305(d). Application should be made with the Grading Division for approval of the soils-geology-seismology report and the appropriate fees payed.

10. A supplemental report shall be submitted to the Grading Division containing recommendations for shoring, underpinning and sequence of construction if any excavation would remove the lateral support of the public way or adjacent structures. A plot plan showing the type, number of stories, and location of any structures (or absence of any structures) adjacent to the excavation shall be provided with the excavation plans.

11. A structure shall be considered surcharging an excavation if the structure is located within a horizontal distance from the top of the excavation equal to the depth of the excavation as specified in Code Section 91.2309(c).

12. A copy of the subject and appropriate referenced reports and this approval letter shall be attached to the District Office and field set of plans. Submit one copy of the above reports to the Building Department Plan Checker prior to issuance of the permit.

-4-1125 S. Beverly Drive 10/22/80

•"'··--

13. A subdrain system shall be installed beneath the lower floor and outside the exterior wall as recommended in the report.

14. All of the recommendations of the report which are in addition to or more restrictive than those contained herein shall be incorporated into the plans.

JOHN O. ROBB Chief of Grading Division

~~J~ Michael R. Wood Engineering Associate

MRW:tm 485-3435

cc: LeRoy Crandall & Associates WLA District Office WLA ?lan Check Li'. Plan Check

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I I I I I I I I I I I I I I •• I I I I

'~ REPORT OF GEOTECHNICAL INVESTIGATION

PROPOSED OFFICE BUILDING BEVERLY DRIVE BETWEEN

PICO BOULEVARD AND h1iITWORTH DRIVE LOS ANGELES, CALIFORNIA

FOR THE JEDAMIST CORPORATION

(OUR JOB NO. ADE-80099)

I I I

•• I I I I I I I I I I I I I I I

LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 711 n. alvarado st.,los angeles,ca. 90026. 1213)413-3550, telex 69·8375

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May 29, 1980

The Jedamist Corporation 1180 South Beverly Drive, Suite 601 Los Angeles, California 90035 (Our Job No. ADE-80099)

Attention: Mr. Stanley z. Diller

Gentlemen:

Our "Report of Geotechnical Investigation, Proposed Office Building, Beverly Drive between Pico Boulevard and Whitworth Drive, Los Angeles, California, for The Jedamist Corporation" is herewith submitted.

The scope of Mr. Stanley Diller. proposed building by

the investigation was planned in collaboration with We were advised of the structural features of the Mr. Emanuele Barelli of Wilhelm & Barelli, Inc.

The site is within the boundaries of an Alquist-Priolo Special Studies Zone with a queried fault trac~ being shbwn beneath the rear alley and the northwest corner of the parcel. The initial purpose of our investigation was to determine if an "active" fault underlies the site by correlation of lithologic units at depth. As discussed in the report, no evidence of faulting was encountered during trenching operations to depths of 8 to 9 feet. In our opinion, the possibility of surface rupture of the site due to faulting is remote. The possibility of liquefaction occurring within the underlying deposits is considered very remote. Although the site .could be subject to violent ground shaking in the event of a major earthquake, this hazard is common to Southern California and the effects of the shaking can be minimized by proper structural design and proper construction.

The soils at and below the planned excavated level are firm, and the proposed building may be supported on spread footings. Shoring will be required during construction; a system of soldier piles and earth anchors or internal bracing should be feasible. A subdrain system is recanmended beneath the lower subterranean floor. Underpinning of adjacent existing buildings may be necessary.

I I I I I I I I I I I I I I I I I I I

The Jedamist Corporation Page 2

May 29, 1980 (Our .Job No. ADE-80099)

Recommendations for foundation and basement wall design, for excavating, shoring, and for floor slab support are presented in the report. Also presented are the results of a site response analysis and response spectra for several values of structural damping, and the results of characteristic site period studies.

Respectfully submitted,

LeROY CRANDALL AND ASSOCIATES

by

by

by

JK-RC-GB/pa (2 copies submitted)

cc: (6) Maxwell Starkmn & Associates (2) Wilhelm & Barelli, Inc.

[·!JI ·-·-· . ~·· ,. ' .. ,

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~U'_t2.,.c.~~ Glenn A. Brown,· C.E.G. 3 Director of Geological Services


REPORT OF GEOTECHNICAL INVESTIGATION

PROPOSED OFFICE BUILDING

BEVERLY DRIVE BETWEEN

PICO BOULEVARD AND WHITWORTH DRIVE

LOS ANGELES, CALIFORNIA

FOR

THE JEDAMIST CORPORATION

(OUR JOB NO. ADE-80099) .

[4_4_,lji ·,,,_~..--' ..I

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I I I TABLE OF CONTENTS

I Text

I I I I I I I I I I

I I I I

Scope •..•.••••.••.•.••.••.••.••.•••••••.••.•••••.••••

Structural Considerations ............................ Site Conditions ...................................... Soil Conditions ....................................... Ge.ology ••••••••••.••.••••••••••••••••••••••••••••••••

General .· ..•..•.•....•.•......•••.•....•••••..••.•

Geologic Materials ••....••.•.•••••••.•••.•• ·, ••.••

Ground Water .................................... Geologic Hazards •••••••••••••••••·•••••••••••••••

Faults ....................................... Seismici ty ........•.•........................

Tsunamis,· Seiches, and Flooding •...•..•.••...

Subsidence ....•.•.•.•.• ·• •.•.....•.••••••• , •.•

Liquefaction······•••••••••••••••••••••••••••

Landslides ..................................... Conclusions and Recommendations ••••••••••••••••••••••

General .......................................... Foundations ......................................

Bearing Value

Lateral Loads

................................ ................................

Ultimate Values .............................. Footing Observation••••••••••••••••••••••••••

Dynamic Characteristics ••••••••••••••••••••••••••

Response Spectra •••••••••••••••••••••••••••••

Otaracteristic Site Period•••••••••••••••••••

Excavation ....................................... Underpinning •.••••••••••••••••••. , • , •••••••••.•••

Page No.

1

2

3

3

4

4

4

5

6

6

8

8

8

9

9

9

9

10

10

11

11

12

12

12

13

15

16


TABLE OF CONTENTS

(Continued)

Text

Shoring . , , ....•••••.•.••.... , ••••••••••.•.•••••..

General ................................. • ..... . Later~l Pressures••••••••••••••••••••••••••••

Design of Soldier Piles ••••••••••••••••••••••

Lagging •..•....•..•••.•..•...•••••••..•••••••

Anchors ...................................... Internal Bracing••••••••••••••••••~••••••••••

Deflection ................................... Monitoring

Walls Below Grade

Subdrain .••.•••••

Floor Slab Support

.................................

................................

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................ • .............. .

Plates

Plot Plan ............................................ Areal Geology ........................................ .

Local Geology .•••••••••••••••.••••.••••••.•••••••••••

Regional Seismicity ••••••••••••····~··•••••••••••••••

Location of Alquist-Priolo Studies Zone ••••••••••••••

Log of Exploration Trench••••••••••••••••••••••••••••

Response Spectra••••••••••••••••••••••••••••••··~····

r./~ ~

Page No.

16

16

17

18

19

19

22

2.2

2.3

24

25

26

Plate No.

1

2

3

4

5

6

7-A through 7-C


TABLE OF CONTENTS

(Continued)

Appendix A - Explorations and Laboratory Tests

Text

Explorations ................................•......•.

I.aboratory Tests .••...•••••••••.•••.••••••...•.••••••

Plates

Log of Boring ........................................ Unified Soil Classification System•••••••••••••••••••

Direct Shear Test Data ..••.•••.••••.••••••••••••..•••

Consolidation Test Data ..............................

Page No.

A-1

A-2

Plate No.

A-1.l through A-1.4

A-2

A-3

A-4.1 and A-4.2


TABLE OF CONTENTS

(Continued)

Appendix B - Geologic and Seismic Data

Text

General .............................................. Faults ..................•.............•............•.

Newport-Inglewood Fault Zone (Inglewood Fault) •••

Overland Fault ..•...•.••.... •-• .••.•..•••.•..•••••

Charnock Fault ..•....••.......•. , .•.•...•..••.••.

Santa Monica-Hollywood Fault .•..•• , •••..•.• .- .•..•

Ground Shaking ..•. , ..•...•••.......•..•••••...•.••••••

References ...........................................

TABLES

B-1. Criteria for Classification of Faults with Regard

to Seismic Activity ••••••••••••••••••••••••••••

B-2. Major Named Faults Considered to be Active in·

Southern California ••••••••••••••••••••••••••••

B-3. Major Named Faults Considered to be Potentially

Active in Southern California ••••••••••••••••••

B-4. Magnitude and Duration of Strong Shaking .......

Page No.

B-1

B-1

B-5

B-6

B-6

B-6

B-7

B-8

B-2

B-3

B-4

B-7


TABLE OF CONTENTS

(Continued)

Appendix C - Downhole Seismfc Survey

Seismicity, Ground Motion Studies, and Liquefaction Potential

Text

Downhole Seismic Survey ....•••..••• ~ ..•.••.•..•.••.••

Seism.ici ty •.••..••••.•••••.••••••.••.••••••.•. • .•..•.

Ground :Motion Studies ..•..•.••..•.••••. ,. ••.•••••.•..••

General ................................. , ••••.••••

Postulated Design Earthquakes .•.••.••...•••••...••

Estimated Peak Ground Motion Values ••••••••••••••

Response Spectra ..•...•..•..•.... · .•••....•.••..••

Liquefaction Potential ..••.••.•••••.•••••.•.•..•..•••

References ...........................................

Tables

C-1. Computer Printout of Earthquakes •••••••••••••••

C-2. Postulated Design Earthquakes ..•••..•••.•••••••

· Plates

Downhole Seismic Survey .............................. Recurrence Curve •••••••••••••••••••••••••••••••••••••

Estimated Probability of Earthquake Occurrence •••••••

['':I ··""""'~ ' .J

c-:&ll

Page No.

C-1

C-1

C-2

C-2

C-3

c-6 C-7

c-8 C-8

Followin~ Appendix C

c-s

Plate No.

C-1

C-2

C-3


ADE-80099 Page l

SCOPE

This report presents the results of our geotechnical investiga-

tion performed to provide planning and design criteria for the subject

office building. The locations of the proposed building and our explora-

tion borings are shown on Plate 1, Plot Plan.

The site is within the boundaries of an Alquist-Priolo Special

Studies Zone, and the initial purpose of the investigation was to deter-

mine if there is surf ace faulting beneath the site, thus making it

unsuitable for development. As discussed in the report, no evidence of

faulting was encountered. Our investigation was then completed to

evaluate the geotechnical conditions of the site with regard to their

possible effects on the proposed development. We were to provide design

values for the feasible foundation types, predicted settlements for the

foundation conditions, lateral earth pressures on sub~erranean walls,

frictional and passive values for resistance of lateral forces, design

data for shoring of excavations and underpinning, criteria for floor

slab support, and earthwork procedures, including excavation, compac-

tion, and. backfilling. Also, the site response characteristics were to

be evaluated to develop response spectra for use in seismic structural

analyses of the proposed building.

The recommendations contained herein are based on the results of

our field explorations and .laboratory tests, the engineering analyses

based thereon, and on the geologic and ground motion studies. The

results of the field explorations and laboratory tests are presented in

[ .. ~ _.,,,, ... ""' ..• JI

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ADE-80099 Page 2

Appendix A of this report. Tite geologic and seismic reference data are

.presented in Appendix B. lhe ground 11Dtion studies are presented in

Appendix C.

Our professional services have been performed using that degree

of care and skill ordinarily exercised, under similar circumstances, by

reputable geotechnical engineers and geologists practicing in this or

similar localities. No other •~rranty, expressed or implied, is made as

to the professional advice included in this report. Titis report has

been prepared for lhe Jedamist Corporation and their design consultants

to be used solely in the design of the proposed building. Tite report

has not been prepared for use by other parties, and may not contain

sufficient information for purposes of other parties or other uses.

STRUCTURAL CONSIDERATIONS

The proposed building, which is shown in plan on Plate 1, will

consist of 3~ office levels constructed over seven. parking levels, four

of which will be below grade. Tite building will be of steel frame

construction with reinforced concrete basement walls. Interior column

loads will range from 800 to 1,600 kips. Exterior column loads will

range from 700 to 900 kips.

The lower floor of the structure is currently planned to be at

about Elevation 150, approximately 45 to 55 feet below the existing

grade.


ADE-80099 Page 3

SITE CONDITIONS

'Ihe site of the proposed development is currently vacant. 'Ihe

site was formerly occupied by a building which has been removed; a

former swimming pool has been backfilled. 'Ihere are existing buildings

on the adjacent properties to the north and south. The existing grade

within the proposed building area slopes downward to the east; eleva-

tions of the existing grade at selected locations are shown on Plate 1.

SOIL CONDITIONS

Existing fill soils, one to two feet in thickness, were encoun-

tered in the exploration borings. Deeper fill deposits could occur

between boring locations due to prior construction (such as in the

former swimming pool, etc.), but the fill soils should be removed auto-

matically by the plapned excavation.

The natural soils underlying the site consist of sand, silty

sand, clay, silt, and clayey sand. Variable amounts of gravel and some

cobbles were encountered at varying depths in the sands and silty sands.

'Ihe upper natural soils are moderately firm to firm. 'Ihe soils become

firmer with depth. The soils at and below the planned-level of excava-

tion are firm.

Water seepage was encountered in the borings at depths varying

from 24 to 73 feet below the existing grade. No measureable amount of

water accumulated in the borings at the completion of drilling.


ADE-80099 Page 4

GEOLOGY

GENERAL

The proposed site for the office building is located within the

.southeastern part of the Santa Monica Plain south of the Santa Monica

Mountains adjacent to the Beverly Hills. The property is within an

Alquist-Priolo Special Study Zone established along the northerly exten-

sion of the Inglewood Fault. The site is in the Santa Monica Hydrologic

Subarea of the Coastal Plain of Los Angeles.

The Santa Monica Plain is underlain by the Lakewood Formation,

consisting of older alluvial fan material deposited as a result of

uplift of the Santa Monica Mountains. Renewed uplift has caused erosion

of these materials, leaving an incised Lakewood surface locally blanketed

with younger alluvium. The Beverly Hills immediately to the west of the

site are a part of the Newport-Inglewood belt of hills, whose presence

is related to the Newport-Inglewood Fault system. The relationship of

the site to regional geologic features is shown on Plate 2, Areal Geology.

The geology in the vicinity of the site is shown on Plate 3, Local

Geology. The site is shown in relation to major fault· zones and earth-

quake epicenters on Plate 4, Regional Seismicity.

GEOLOGIC MATERIALS

The site is immediately underlain by artificial fill. This

material, ~bich varies in thickness at the boring locations from one to

two feet, consists of sand, silt, and clay with some. concrete and asphalt

rubble. The artificial fill is underlain·by material 'classified as the


ADE-80099 Page 5

Upper Pleistocene age Lakewood Formation (DWR Bulletin 104-A). This

material consists of reddish-brown and light brown alluvial fan deposits

containing mixtures of gravel, sand, silt, and clay. In the vicinity of

the site, these materials are between 65 and 75± feet thick, overlying

about 600 feet of Lower Pleistocene age marine silt, sand, and gravel

known as the San Pedro Formation (U.S.G.S., 1965). Beneath the San

Pedro Formation are Pliocene age sandstones, siltstones, and shales

extending to a depth of about 3,000 feet. The next lower sequence, the

Miocene age shales, sandstones, and conglomerates, probably extends to a

depth of 13,000 feet. The Triassic age Santa Monica slate or Catalina

schist presumably underlies the Miocene sedimentary rocks.

GROUND WATER

Historic water level information in the vicinity indicates that

ground water elevations were on the order of 140 feet above sea level or

about 60 feet below the ground surface in 1904 (U.S. Geological Survey,

1905).

Records of water well 1S/15W-25Cl, located in Roxbury Park 3,000

feet to the west indicate that the ground water surface· elevation has

·only varied about 20 to 25 feet since 1957.· The ground water elevation

in 1973 was about 30 feet above sea level, corresponding to a depth of

170 feet beneath the site. Perched water (seepage) was encountered i.n

the exploratory borings during our investigation. The perched water

seepage was encountered at depths between 23 and 73 feet below ground

surface.


ADE-80099 Page 6

GEOLOGIC HAZARDS

The geologic hazards at the site are essentially related to

earthquakes; this hazard is present throughout Southern California.

Damage caused by earthquakes is principally due to violent ground shak-

ing from earthquake waves, with less frequent damage caused by actual

displacement if fault movement occurs beneath a structure. The violent

shaking would occur no·t only immediately adjacent to the earthquake

epicenter, but within areas for many miles in all directions.

Faults

The numerous faults in Southern California are categorized as

active, potentially active, and inactive faults. Detailed information

concerning the faults in the area is presented in Tables B-1, B-2, and

B-3, in Appendix B.

The nearest active fault is the Inglewood branch of the Newport-

Inglewood zone of deformation. This fault is inferred from maps of the

area to pass through the site. Due to the presence of this fault, a.

trenching program was carried out on the property. This is discussed in

more detail in a later section. Other nearby faults considered active

include the Malibu Coast Fault, 7.7 miles west, and the San Fernando

Zone, 15.5 miles north of the site. The active San Andreas Fault is 37

miles north-northeast at its nearest point.

The potentially active Santa Monica-Hollywood Fault Zone is

inferred to lie between 1,200 and 4,200 feet north-northwest of the site

at its closest point. Subsurface information suggests that the fault

r::--'1 ~-

-1

ADE-80099 Page 7

plane dips to the north. As far as can be determined, no Holocene age

deposits have been deformed by movement along this fault. In our

opinion, there is a low probability of surface rupture due to movement

on the Santa Monica-Holly'-'>od Fault occurring beneath the proposed

development within the economic life of the structure.

Other nearby potentially active faults include the Charnock and

Overland Faults, 2.9 ahd 2.0 miles west-southwest from the site, respec-

tively. The closest known inactive faults lie in the Santa Monica

Mountains to the north.

Exploration Trenching: A subsurface trenching program was

initiated in response to the fact that the Ingle'-<lod Fault is shown

passing through the site according to regional geologic maps and the

Alquist-Priolo Special Studies Zone (Plate 5) on the Beverly Hills

7.5-minute Quadrangle. A trenching program allows for direct observa-

tion of continuously exposed geologic units through· the proposed build-

ing area. The program consisted of a 97-foot-long trench excavated to

depths of 8 to 9 feet. As shown on Plate 6, Log of Exploration Trench,

the soils encountered show uniform stratification w1 th no apparent

offsets or discontinuities suggestive of faulting. It should be noted

that concrete pavement was encountered at the southwest end of the

trench, six feet away from the alley. The concrete is covered by about

one-half foot of fill and extends to a depth of about 2~ feet.

Additional evidence suggesting no vertical offset of the Lake-

wood Formation is the presence of a four- to six-foot-thick gravelly

r.~·~ [~·;;:;,,,.


ADE-80099 Page 8

sand bed that is dis.tributed evenly among the four borings at depths

ranging from 42 to SO feet.

Seismicity

The epicenters of earthquakes with magnitudes equal to or greater

than 4. 0 within a radius of 62 miles (100 kilometers) of the site are

shown in Table C-1 in Appendix C. Other pertinent information regarding

these earthquakes is afso shown on Table C-1. The search indicates that

290 earthquakes of Richter magnitude 4.0 and greater have occurred

within 62 miles (100 kilometers) of the site during the time period from

1932 to 1978.

Tsunamis, Seiches, and Flooding

The site is located at a distance of six miles from the Pacific

Ocean at an elevation of approximately 200 feet above sea level. There-

fore, the risk of damage from seismic sea waves need not be considered.

No large bodies of water are focated such that they 'WOUld adversely

affect the site in the event of seiches (oscillations in a body of water

due to earthquake shaking). lhe site is not located within a flood-prone

·area.

Subsidence

The historic withdrawal of oil has been known to cause subsi-

dence. Subsidence associated with the Ingle,.,od Oil Field extends to

within about 3.S miles of the site. The subsidence in the vicinity of

the Ingle"WOod Oil Field has reportedly been stopped by repressuring of


ADE-80099 Page 9

the oil reservoir •. Some subsidence has been associated with oil produc

tion in the small Beverly Hills Oil Field. This recently determined

subsidence area lies immediately north of Santa Monica Boulevard and is

based on differences in surveys 20 years apart.

Historically, subsidence has been associated with the old Salt

Lake Oil Field which lies easterly of the Inglei.uod Fault.

Liquefaction

Based on a review of the soil and water conditions encountered

beneath the site, the possibility of liquefaction during earthquakes is

judged to be very remote.

Landslides

The subject property is not on or adjacent to any known existing

or potential landslide.

CONCLUSIONS AND RECOMMENDATIONS

GENERAL

As previously discussed, no evidence of faulting was encountered

during trenching operations to depths of eight to nine feet. In our

opinion, the possibility of surface rupture of the site due to faulting

is re11X>te. The possibility of liquefaction occurring within the underly

ing deposits is considered very remote. Although the site could be

subject to violent ground shaking in the event of a major earthquake,

this hazard is common to Southern California and the effects of the

r .. ·. !1§1! ..... - ·-···~

~·


ADE-80099 Page 10

shaking can be minimized by proper structural design and proper con-

st ruction.

The soils at and below the planned level of excavation are firm

and dense, and the proposed building may be supported on spread foot

ings. The building may be supported on individual footings or on a

combination of individual and combined or continuous footings.

Since the planned basement excavation will occupy the entire

property, sloped excavations will not be feasible. Shoring will be

required~ A system of soldier piles and earth anchors or internal

bracing (rakers) should be feasible for shoring.

Water seepage was encountered above the planned lower level, and

a subdrain system is recommended beneath the lower floor. However, the

seepage was not great, and the inflow into the system is expected to be

small.

FOUNDATIONS

Bearing Value

Spread footings carried at least one foot into firm undisturbed

natural soils and at least three feet below the adjacent lower subter

ranean floor level may be designed to impose a net dead plus live load

pressure of 8,000 pounds per square foot. A one-third increase in the

bearing value may be used for wind or seismic loads. Since the recom-

mended bearing value is a net value, the weight of concrete in the

footings may be taken as 50 pounds per cubic foot and the weight of soil

I I I 1. I I I I I I I I I I I I I I I

ADE-80099 Page 11

backfill may be neglected when determining the downward load on the

footings.

The estimated settlement of the proposed building (1,600-kip

maximum column load), supported on spread footings in the manner recom-

mended, will be on the order of three-fourths inch. Differential settle-

ment between adjacent columns will not exceed one-fourth inch.

Lateral Loads

Lateral loads may be resisted by soil friction and by the pas-

sive resistance of the soils. A coefficient of friction of 0.5 may be

used between footings or the floor slab and the supporting soils. The

passive resistance of the natural soils or properly compacted backfill

ma_y be assumed to be ec;ual to the pressure developed by a fluid with a

density of 300 pounds per cubic foot. A one-third increase in the

passive value may be used for wind or seismic loads. The frictional

resistance and the passive resistance of the soils may be combined

without reduction in determining the total lateral resistance.

Ultimate Values

The recommended bearing values and lateral load·design values

are for use with loadings determined by a conventional working stress

design. When considering an ultimate design approach, the recommended

design values may be multiplied by the following factors:

I I I 1·.

I I I I I I I I I I I I I·

I I

ADE-80099 Page 12

Design Item Ultimate Design Factor

Bearing Value 3,0

Passive Pressure 1.75

Coefficient of Friction 1.25

In no event, however, should foundation sizes be less than those required

for dead plus live loads when using the working stress design values.

Footing Observation

To verify the presence of firm undisturbed natural soils at

footing design elevations, all footing excavations should be observed by

personnel of our firm. Footings should be deepened if necessary to

extend into satisfactory supporting soils. All required footing back-

fill and all utility trench backfill should be mechanically compacted in

layers; flooding should not be permitted.

DYNAMIC CHARACTERISTICS

Response Spectra

To determine the response of the proposed structure to ground

vibrations generated during earthquakes, response spectra were developed.

The analysis performed to develop such data is described in Appendix C.

Site-matched response spectra were developed based on a consideration of

the statistically derived shapes by various investigators (References 1,

2, 3, and 4 in Appendix C). Response spectra are presented for the

postulated earthquakes for structural damping values of 2%, 5%, and 10%.

Each response spectrum represents the maximum horizontal response of a

single-degree-of-freedom structure to the predicted ground motion at the


ADE-80099 Page 13

ground surface resulting from a given earthquake. The response spectra

for the postulated earthquakes are presented on Plates 7-A through 7-C,

Response Spectra.

Characteristic Site Period

The evaluation of the characteristic site period, Ts, is neces-

sary to determine the coefficient of site-structure resonance, S, in

accordance with Sectiori 2305 of the 1980 edition of the City of Los

Angeles Building Code, The characteristic period of the site was evalu-

ated fol lowing the procedures suggested in SEAOC Standard No. 1, Recom-

mended Lateral Force Requirements and Commentary, Seismology Committee,

Structural Engineers Association of California, 1975. The site period

determination requires the knowledge of the shear wave velocities of the

various soil deposits underlying the site. The shear wave velocity

values for the soils underlying this site were determined based on the

results of a downhole seismic survey. The details and the results of

the survey are presented in APpendix C.

The average shear wave velocities that were utilized in the

determination of the site period are presented below for two geotechni-

cal profiles that are judged to reflect a possible range of depths below

the foundation level at t.'hich the shear wave velocity is 2,500 feet per

second or greater.

I I I. •• I I I I I I I I I I I I I I I

ADE-80099

Depth Below Foundation Level*

(Feet)

0 - 3S 3S 60 60 - 110

110+

Depth Below Foundation Level*

(Feet)

0 3S 3S - 85 8S 160

160+

Profile A

Layer Thickness (Feet)

3S 2S so

Profile B

Layer Thickness (Feet)

3S so 7S

Page 14

Shear Wave Velocity

(Ft. /Sec.)

1,600 1,600** . 2,000** 2,SOO**

Shear Wave Velocity

(Ft. /Sec.)

1,600 1,600** 2,000** 2,SOO**

*Foundation level assumed to be at a depth of 40 feet below existing grade.

**Extrapolated for depths greater than 75 feet below e>d.sting grade; based on "Correlations of Seismic Velocity with Depth in Southern California" by Campbell, Chieruzzi, Duke and Lew (UCLA Technical Report No. UCLA-ENG-796S, October 1979).

Based on two methods of analysis (equivalent single-layer method

and multi-layer method), the characteristic period of the site, Ts, for

the two profiles was determined to range from 0.3 to 0.5 seconds. A

·value of O. 5 may be used for Ts in determining the site-structure reso-

nance coefficient, S. (A value of O.S seconds is the minimum permitted

by Code.)

['.·.·.·.·. ·_SI .. .---~ ~ ....

~

I I I I. I I I I I I I I I I I I I I I

ADE-80099 Page 15

EXCAVATION

Excavation, up to approximately 55 feet deep, will be required

for the lower subterranean level. No exceptional difficulties due to

the soil conditions are anticipated in excavating at the site. Conven-

tional earthmoving equipment may be used.

The excavation will encompass the entire building site, and

shoring will be required for the entire excavation. There are existing

buildings on the adjacent properties to the north and south and under-

pinning may be required.

If the necessary space were made available, temporary unsur-

charged excavations could be sloped back at 1:1 in lieu of using shoring.

Data for shoring design are presented in a later section. Adjacent to

the existing buildings, the bottom of any unshared excavation should be

restricted so as not to extend below a plane drawn at l~:l (horizontal

to vertical) downward from the foundations of the existing buildings.

All applicable requirements of the California Construction and General

Industry Safety Orders, the Occupational Saf•ety and Health Act of 1970,

and the Construction Safety Act should be met.

!mere sloped embankments are used, ·the tops of the slopes should

be barricaded to prevent heavy vehicles and heavy storage loads within

seven feet of the tops of the slopes. If the temporary construction em-

bankments are to be maintained during the rainy season, berms are sug-

gested along the tops of the slopes were necessary to prevent runoff·

water from entering the excavations and eroding the slope faces. The

I I I

•• I I I I I I I I I I I I I I I

ADE-80099 Page 16

soils exposed in the cut slopes should.be inspected during excavation by

our personnel so that modifications of the slopes can be made if varia-

tions in the soil conditions occur or if adverse seepage conditions

develop.

UNDERPINNING

There are existing buildings on the adjacent properties to the

north and south. Underpinning of existing foundations adjacent to the

planned basement excavation may be required. Alternately, the shoring

and permanent basement walls could be designed to support the resulting

lateral surcharge pressure from these buildings. We could provide

recommendations for underpinning, if necessary, when the characteristics

of the existing footings and the desired construction methods are estab-

lished.

Some movement of the shored embankments should be anticipated

during the planned excavation. lhe shoring adjacent to the existing

buildings should be designed and.constructed so as to reduce the poten-

tial movement of the adjacent buildings. We suggest that photographs of

the existing buildings be made, and that the existing buildings be sur-

veyed and monitored during construction to record any movements for use

in the event of a dispute.

SHORING

General

Where there is not sufficient space for sloped embankments,

shoring will be required. One method of shoring would consist of steel

I I I. I.


I I

ADE-80099 Page 17

soldier piles, placed in drilled holes backfilled with lean concrete,

and tied-back· with drilled-in friction anchors.

The following information on the design and installation of the

shoring is as complete as possible at this time. We can furnish addi-

tional required data as the design progresses. Also, we suggest that

our firm review the final shoring plans and specifications prior to

bidding or negotiating with a shoring contractor.

La:teral Pressures

For the design of tied-back or braced shoring, we recommend the

use of a trapezoidal distribution of lateral earth pressure. lbe recom-

mended lateral earth pressure distribution, for the case where the

surface of the retained earth is level, is illustrated in the sketch

below. The maximum pressure would be equal to 20H in pounds per square

foot, where H is the heigj:lt of the shoring in feet. (l>here a combina-

tion of sloped embankment and shoring is used, the pressure will be

greater and must be determined for each combination.)

T H

ttEIG HT OF SHORING IN FT.

111~111 =

--... 111.:-1115 o'.2K -........_

~1 .....-

I 20H I r--c PB Fi--!

I 0.6 H

-l-0.2 H

•

'


ADE-80099 Page 18

In addition to the recommended earth pressure, the upper ten

feet of shoring adjacent to the street and alley should be designed to

resist a uniform lateral pressure of 100 pounds per square foot, acting

as a result of an assumed 300 pounds per square foot surcharge behind

the shoring due to normal traffic. If the traffic is kept back at least

ten feet from the shoring, the traffic surcharge may be neglected.

Shoring adjacent to the existing buildings should be designed for the

appropriate lateral surcharge pressure unless the buildings are under-

pinned.

Design of Soldier Piles

For the design of soldier piles spaced at least two diameters on

centers, the allowable lateral bearing value (passive value) of the

soils below the level of excavation may be assumed to be 700 pounds per

square foot per foot of depth, up to a maximum of 7 ,00_0 pounds per

square foot. To develop the full lateral value, provisions should be

taken to assure firm contact between the soldier piles and the undis-.

turbed soils. Structural concrete should be used for that portion of

the soldier pile which is below the excavated level; lean-mix concrete

may be used above that level.

The frictional resistance between the soldier piles and the re-

tained earth may be used in resisting the downward component of the

anchor load. The coefficie_nt of friction between the sold_ier piles and

the retained earth may be taken as 0.4. (This value is based on the

assumption that uniform full bearing will be developed between the steel

["'"'''3 ... ~·-·.1

DP


ADE-80099 Page 19

soldier beam and the lean-mix concrete and between the lean-mix concrete

and the retained earth.) In addition, the portion of the soldier piles

below the excavated level may be used to resist downward load. The

.downward capacity of the concrete soldier piles below the excavated

level may be determined using an average friction value of 600 pounds

per square foot.

Lagging

If the clear spacing between the soldier piles does not exceed

four feet, we believe that lagging between soldier piles could be omitted

within the cohesive soils. In the less cohesive soils, such as a silty

sand or sand, or where seepage is encountered, lagging would be necessary.

Continuous lagging should also be used adjacent to the existing buildings.

We recommend that the exposed soils be observed by personnel of our firm

to verify the cohesive nature of the soils and the areas where lagging

may be omitted.

The soldier piles and anchors should be designed for the full

anticipated pressures. However, the pressure on the lagging will be

less due to arching in the soils. We recommend that the lagging be

designed for the recommended earth pressure but limited to a maximum

value of 400 pounds per square foot.

Anchors

Tie-back anchors may be used to resist lateral loads. Either

friction anchors or belled anchors could be used. However, it has been


ADE-80099 Page 20

our experience that friction anchors involve fewer installation problems

and provide rore uniform support than belled anchors.

For design purposes, it may be assumed that the active wedge ad-

jacent to the shoring is defined by a plane drawn at 35 degrees with the

vertical through the bottom of the excavation. Friction anchors should

extend at least 40 feet beyond the potential active wedge and to a

greater length if necessary to develop the desired capacities in friction.

Where shoring is to retain the existing adjacent buildings, the anchors

in the top two rows should extend at least 45 feet beyond the active

wedge and to a greater length if necessary to develop the desired capacity

in friction.

The capacities of anchors should be determined by testing of the

initial anchors as outlined in a following paragraph. For design pur-

poses, it is estimated that drilled friction anchors _will develop an

average skin friction value of 700 pounds per square foot. Only the

frictional resistance developed beyond the active wedge would be effec-

tive in resisting lateral loads. If the anchors are spaced at least six

feet on centers, no reduction in the capacity of the anchors due to

group action need be considered in design.·

The anchors may be installed at angles of 15 to 40 degrees below

the horizontal. lbe anchors should be filled with concrete placed by

pumping from the tip out, and the concrete should extend from the tip of

the anchor to the active wedge. In order to minimize chances of caving,

we suggest that the portion of the anchor shaft within"the active wedge

I I I I:

I I I I I I I I I I I I I I I

ADE-80099 Page 21

be backfilled with sand before testing the anchors. This portion of the

shaft should be filled tightly and flush with the face of the excavation.

The sand backfill should be placed by pumping.

At least two of the initial anchors should be selected by the

soil engineer and satisfactorily tested to 200% of the design load for a

24-hour period to verify the est.imated design capacity. The total

deflection under the 200% test load should not exceed 12 inches; the

anchor deflection should not exceed 0.75 inch during the 24-hour period,

measured after the 200% test load is applied. If the anchor movement

after the 200% load has been applied for 12 hours is less than one-half

inch, and the movement over the previous four hours has been less than

O~l inch, the test may be tenninated. Six additional anchors should be

subjected to a "quick" 200% test. In addition, where the shoring will

retain existing adjacent buildings, the upper two rows of the anchors

should be subjected to the "quick" 200% test. These anchors should be

loaded to 200% of the design load and the test load maintained for 30

minutes. The total deflection of the anchor during the 200% quick test

should not exceed 12 inches; the deflection after the 200% test load has

been applied should not exceed 0.25 inch during the 30-minute period,

\here satisfactory tests are not achieved on the initial anchors, t.he

anchor diameter and/or length should be increased until satisfactory

test results are obtained.

All of the anchors should be pretested to at least 150% of the

design load; the total deflection during the tests should not exceed 12


ADE-80099 Page 22

inches. The rate of creep under the 150% test load should not exceed

0.1 inch over a 15-minute ·period in order for the anchor to be approved

for the design loading.

After a satisfactory test, each anchor should be locked-off at

the design load. The locked-off load should be verified by rechecking

the load in the anchor. If the locked-off load varies by more than 10%

from the design load, the load should be reset until the anchor is

locked-off within 10% of the design load.

lhe installation of the anchors and the testing of the completed

anchors should be observed by our firm.

Internal Bracing

Rakers may be required to internally brace the soldier piles

adjacent to the existing buildings. The raker bracing could be supported

laterally by temporary concrete footings (dead men) or by the permanent

interior footings. For design of temporary footings or dead men, poured

with the bearing surface normal to rakers inclined at 45 degrees, a

bearing value of 5,000 pounds per square foot may be used, provided the

shallowest point of the footing is at least one foot bel"ow the lowest

adjacent grade.

Deflection

It is difficult to accurately predict the amount of deflection

of a shored embankment.

deflection will occur.

It should be realized, however, that some

We would estimate that this deflection could be

on the order of one to two inches at the top of the shored embankment.

I I I I.


I I

ADE-80099 Page 23

If greater deflection occurs during construction, additional bracing may

be necessary to minimize ·settlement of adjacent buildings and utilities

in the adjacent street and alley. If desired to reduce the deflection,

a greater active pressure could be used in the shoring design. Where

internal bracing is used, the rakers should be tightly wedged to mini-

mize deflection. The proper installation of the raker braces and the

wedging will be critical to the performance of the s.horing.

Monitoring

Because of the depth of the excavation, some means of monitoring

the performance of the shoring system is suggested. The 100nitoring

should consist of periodic surveying of the lateral and vertical loca-

tions of the tops of all the soldier piles and the lateral movement

along the entire lengths of selected soldier piles. Also, some means of

periodically checking the load on selected anchors may be necessary. We

will be pleased to discuss this further with the design consultants and

the contractor when the design of the shoring system has been finalized.

As mentioned previously, some movement of the shored embankments

should be anticipated as a result of the relatively deep excavation. · We

suggest that photographs of the existing buildings on the adjacent

properties be made, and that the existing buildings be surveyed and

monitored during construction to record any movements for use in the

event of a dispute.

I I I 1. I I I I I I I I I I I I I· I I

ADE-80099 Page 24

WALLS BELOW GRADE

For design of building walls below grade, we recommend the use

of a trapezoidal distribution of earth pressure. The lateral earth

pressure distribution will be similar to that recommended for design of

shoring, except that the maximum lateral pressure will be 22H in pounds

per square foot where H is the height of the basement wall in feet.

Also, the upper ten feet of wall adjacent to the street and alley should

be designed to resist a uniform lateral pressure of 100 pounds per

square foot, acting as a result of an assumed 300 pounds per square foot

surcharge behind the wall due to normal traffic. If the traffic is kept

back at least ten feet from the walls, the traffic surcharge may be

neglected. Adjacent to the existing buildings, basement walls should

also be designed for the appropriate surcharge pressure unless the

buildings are underpinned.

All required backfill should be mechanically compacted, in

layers not more than eight inches thick, to at least 90% of the maximum

density obtainable by the AS'IM Designation Dl557-70 method of compac-

tion. Flooding should not be permitted. Proper compaction of the

backfill will be necessary to minimize settlement of the backfill and of

the overlying walks and paving.

Building walls below grade should be waterproofed or da.~p-

proofed, depending on the degree of l!X)isture protection desired,

Even with proper compaction, some settlement of the backfill

should be anticipated, and any utilities supported therein should be


ADE-80099 Page 25

designed to accept differential settlement, particularly at the points

of entry to the· structure; Also, adjacent stdewalks should be designed

to minimize the effects of possible backfill settlement.

SUBDRAIN

Water seepage was encountered above the planned level of exca-

vation. Accordingly, a subdrain-system should be installed beneath the

lower floor. The seepage encountered above the excavated level was

slight, and the inflow into the subdrain is expected to be small.

For a subdrain system, we would suggest that the lower floor of

the building be underlain by a layer of filter material approximately

one foot in thickness. The filter material should be drained by sub-

drain pipes leading to sump areas equipped with automatic pumping units.

We suggest that the filter material meet the requirements of Class 2

Permeable Material as defined in Section 68 of the State of California,

Department of Transportation, Standard Specifications, dated January,

1975. The drain lines should consist of perforated pipe, placed with

the perforations down, in trenches extending at least one foot below the

filter material. The trenches should be backfilled with material meet-

ing the requirements of the Class 2 Permeable Ha terial. The drain lines

should extend around the perimeter of the building, and should be spaced

approximately 40 feet apart within the interior of the building.

In addition to the above drainage system, some means of draining

the soils outside the exterior walls may be required. The need for such

drainage will depend on the seepage observed after excavation of the

•

I I 1. 1. I I I I I I I I I I I I I I I

ADE-80099 Page 26

site. The means of accomplishing drainage outside the walls will depend

primarily on the selected· method of shoring· and the method of construct-

ing the exterior building walls.

We could provide additional data for design of the subdrain

system as the features of the system are developed. In addition, we

suggest that the design and specifications be reviewed after the excava

tion has been completed. If necessary, the system could be llX)dified as

i_ndicated by the observed conditions.

FLOOR SIAB SUPPORT

The undisturbed natural soils and the required filter material

for the subdrain system will offer adequate support to the lo~r level

slab. Any natural soils loosened or over-excavated should be properly

compacted; compaction to at least 90% is recomnended.

The lower level slab will be used for parking and should be

relatively unaffected by moisture; accordingly, a membrane should not be

required beneath the lower level slab. However, if vinyl or other

moisture-sensitive floor covering is planned or if a dry floor is de

sired, the floor slab should be underlain by a waterproof membrane. If

a membrane is used, a low-slump concrete should be used to minimize

possible curling of the slab. The concrete slab should be allowed to

cure thoroughly before placing any vinyl or other llX)isture-sensitive

floor covering.

-oOo-

11

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TRENCH

3.

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~ ~· ' [LEV. s 195.11

BEVERLY

REFERENCE: SURVEY ( DATED 12 - 16 - 78) BY

PSOMAS S ASSOCIATES

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•CJI: 0 IO•••"•Qlt ···-· .................... ~·-· ............ ; .... ·-· fO••-~• •o••••·o"

••• •• u••· >-•••• ...... o•o•I • .., '"'•~•

•••LOS or•OIS "'<1.11

•O.,'l•t1 IC• .. •••O• ....... ~ ... ····-·f .... ·-· <(L•,,.,, '"'llS. •f~(TTO ""\.1.1. 1 .. 0 "'l.ll'llf( ""-lSI

•"l'"'' '<:1•.,,1r•O* ••••"I l"-'''0"t ........... - ........ f. ·-·L••t••U. ..- .. ···· ......... .

w•Oul•O' """ llS•I ro•otlf>OJIS . ,_ ............ c ................. - ······-

wa•T••ll (!:'••&TIO• •••·•I <••••a•• •••I. o-••• .... H"I• too•~•. ••I .... ,.

co .. co •a.<i•.o.1•0• v•••• •••- .,f_,.,_ .... ,.. (-~·<'••I. 1••t••-. ... ....... '""''" (,.,ir ...... •••••·-• e..-.•-·••• ... ............

••Olhl •·O((,.t wO•(•,.•C •~C•S

........ c ••O•I .. l,C••I. •v••I ••t .., • .., .. ,,, ~-~·

............ ·••t,,•,< ..... g, ................. ... , .. H••••-.• ............. .,,,. u••••• . .-. ••. •• ,.,...,,, •D•••''""'

1\A" TI •0,.,C I •Ou"' ,,lttllllll •••h.,•11 D• U•.,.Tf ••I ••• - .. .,.,,

l••T& •O•t<& St•HI ..,., •• •• ..... nc, _, ••• M.ou. """" H:-• .,,,. -••'I"'"''

GEOLOGY

CRANDALL AND ASSOCIATES

' . ' '

·' ,~ ·'

I I ,I I I I

ci

I I

' I 0

c I

I ii

i ... I I I

:0

HOLOCENE ALLUVIUM: Poorly sorted gravel, S<lnd 1 silt and clay.

PLEISTOCENE LAKEWOOD FORMATION: Poorly sorted oravel, sand, sandy slit, sil1 end cloy with shale pebbles.

GEOLOGIC CONTACT: Approximately located.

__ •• ?FAULT: Dashed where opprox;maft 1 dotted where concealed, queried where uncertain.

~ t .. I"

REFERENCE: Bate map from U.S.G.S. 7.~· Beverly Hills quadrangle (1966). G•ology adapted from D.W.R. Bulletin 104. (1961)

0 2000 4000 - - - - --------FEET

GEOLOGIC MAP LeROY CRANDALL AND ASSOCIATES

PLATE 3

I I I I

I I I I

P-----------------·~------------------------------------------------~--- .......,, . ...-----..... -

• •

~}"IS '~~ISPO ---~~1, "-

\ ·1916

I

_/

\,,

(j:=

: lSSOCIATt()N Of

•

•

f Nb•N.f f R l"<G Gl OU)G!STS 1973

I

M I l £ ~

,~,

I

i 11_'10

MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS IN TH£ SOUTHERN CALIFORNIA REGION

ACTIVE FAULTS ---· Toto! ler.gth of fault zor.l' iho! t:•eoio.~ 11nl:~~nl' clE:pos.ts Of the' ~ npc -;.e:~rnic oct1w1ty

Fo1.1I' $i!'gment with surloce r\J;:rtu•e du•1nq 1Y1 r11s:onc eonnqoollf:, O' with ose•\m1c tou\1 Clti!'Jl

0 Hol0ti!'P"!I" wolcon•c oct1~1ty {Amboy,~- Cetro Pr~lo ax1 Solt~ Builes}

EXPLANATION'

SH LG"'41', lttf•l•<l<I. P•otlO' po;>tr ...... !O' 16<1'''0<>0 1 ti;,1<1~0!10° o! ""''

C:•ill 't<.-~••O!'"I IP!" !!It St<.,(•010: E1 .,·ouf\ h>&.•QI'°" QI to "0'""' ~''"' ~ ... a ~·(~fer flloQ••t•••"' 7•,. D• q'tG!t•, t f!\C10' nr!MO)VDkt I 10 1 ';i;.'

EARTHQUAKE LOCATIONS

Ar:,.,·.~·rr.,:;'• ep1cenlroi orf'c· :/ eo•·~~uo~es tl'1a' J:·,~ .. ec L'V? 193~- IJtio<WJdK ;,o· •e~.-:><flei:l tr. 1n~"'""'ef'\!s P°'OI to 1?:)£ w.ert e~:.:r.a1ed lrorr. d(;rnDg!' iec>on~ cy,ogi-:f'(j en 1n 1 e~s.ty V11 , Mocl•Led ~e-q:ol !.Cole) 01 <1eo!ri. 11'11~ ~ •civqhly tQ~'voleni to fi,tr·ler M 6 0 31 "°"'"l'.!e•o!r9. eor!"o,,r1•!S 1 'T>OJO' onil vnr qrt-lt f'O'!ra .. oke (18)71 'lllt>-•e re~io<te-<l 1r the 164 yea• ~!'rjO(!

176<;-1933

to''' i:i~ol<.t e>i•~t'"t£'fs s.c·ce 19 '13, ;:>lo"ed from 101µ1;"¥'(! instrufft!fllS 29 rf>C'Of'!o!~·· or.d lh•!'f'

fl"'OJOI. w«~1qooo.es wt-r~ ·~wded If' !'if 40 year prrod 1933-1973

~'•0' to•••~oO•I (I> ono '•al "'"""''" to<!~avokf 6 •~ '

(OfO'p.~d bJ '"~'Xl«l J P.xror .,.,o,ni7 "{><!", p.ibl•~htC ;;n:Ito of t~ {pl 'vrnc .~'• ;-o~ o' .f.I ·,r5 J"'1 Grcii.!9r, C,;d,-,,,/0 f,.,-..ir1~! 111 llTJfrr lir~;i..rrtJ fiuhr/11! 116-Z \ 1%4)· .,.. H"{,IM !r<>m 1>u!lrt1M oi 'l>t (;eolo9 (01 ond ":~·vnr'<:'li''OI 5,,,,t!lt's o' IJ7>er-a;, fr(lftl C.. • l(ichl~. {lvl&r11ft1q 5'•imVi<J91: 19".lEI), 11rrd lilt Nc 1101'1f1/ Alles, p &6

0

I ! ...

,. ,/

t910 ~

_____ ..,. __ .. __ ,_.,,,..,.. ____ _,, ____ ., _____ _ -----~-.--,-----..

19~4 1111.I

GULF

OF

- l!i"

I

I . --+ --3"4

'"

REGIONAL SEISMICITY !


PLATE 4

I I I

UJ

Q

I I I

LOCATION OF ALQUIST- PRIOLO STUDIES SCALE 1" = 2000'

REFERENCE STATE OF CALIFORNIA SPECIAL STUDIES ZONE

BEVERLY HILLS QUADRANGLE, DATED JAN. I, 1976.

ZONE

LeROY CRANDALL ANO ASSOCIATES

PLATF 5

OVERSIZED -· DOCUMENT HAS

BEEN PULLED AND SCANNED WITH THE MAP

FILE.

I I .I I I 14 -c:i u

,~ Q)

~ c

"~~· -Ii >. ..... w u

' 0 Q)

>

ts 0 -0 :J

~ Q.l CJ')

a..

}

t w

~ I! ...,

I Period (sec.)

I RESPONSE SPECTRA MAXIMUM CRBDIBLE DISTA!l'l' BA&TH~.uE "A"

I San Andreu Fault: Mag. • 8.3; Di.at. • 37 Hilea

I LEROY CRANDALL AND ASSOCIATES

PLATE 7-A

I J I .I I 1J

ci ~ JG

'''}

.~ LU 0

·~ .~

~ ~

' I 1~

LU f-.; ~ \ ~

·~ "")

I I I I

-u ~ c: ->. +-u 0

~ 0

"'O ::I (j)

a...

Period (sec.)

RESPONSE SPECTRA HAXIMIJK CIUll>IBLI LOCAL !AllTHQUill! "B"

Newport - Inglewood Fault: Mag, • 7.0; Diet. • <l Mile Santa Monica - Hollywood Fault • Mag. • 6.8; Dist. • <l Mile

LEROY CRANDALL AND ASSOCIATES

PLATE 7-B

I I I I I f

c:i :.::

lcs

I I I

-(.) Q)

~ c . , -:>. -(.)

0

~ 0 -0 ::J Q) (j)

Cl..

2 °/o

5°1o /"

•• 10%

I I .8

.6 i. 1 ·-"'· ,. ( .

Ai··

21

Period (sec.)

RESPONSE SPECTRA MllDUl PPOB*'t& lilTIQUAD "c"

Newport - Inglewood, Smta Monica - Hollywood, or Charnock Faults Maa. • 6.3; Diat. • <l to 2.9 Milea

,> '-i 1

; i i!OO ! ;so • q60

·' i j40 •

, ' i20 1

.,; I

:.8 ' j ,·J.6

.~ ..... ;~; . )4

' '

(D•t.t• Lite• SO 7Nra, 8dt'• ... proHb:Ut.ty ot "4111TW• • 50 to 60I

LEROY CRANDALL AND ASSOCIATES

PLATE 7-C

APPENDIX

••


ADE-80099 Page A-1

APPENDIX A

EXPLORATIONS

The soil conditions beneath the site were explored by drilling

four borings at the locations shown on Plate 1. Boring 1 was drilled to

a depth of 77 feet below the existing grade using 5-inch-diamet.er rotary

wash-type drilling equipment. The other borings were drilled to depths

of 75 and 76 feet below the existing grade using 20- and 24-inch-diameter

bucket-type drilling equipment. Caving of the bucket boring walls did

not occur during drilling, and casing or drilling mud was not used to

extend these borings to the depths drilled. Drilling mud was used with

the rotary wash equipment to prevent caving.

Upon the completion of Boring 1, a 2-inch-diameter pipe was

installed in the boring, and pea gravel backfill was placed around the

outside of the pipe. A downhole seismic survey was subsequently per-

formed in this boring as discussed in Appendix C.

The soils encountered were logged by our field technician, and

undisturbed samples were obtained for laboratory inspection and testing.

The logs of the borings are presented on Plates A-1.1 through A-1.4; the

depths at which undisturbed samples were obtained are indicated to the

left of the boring logs. The energy required to drive the sampler

twelve inches is indicated on the logs. The soils are classified in

accordance with the Unified Soil Classification System described on

Plate A-2.

I ADE-80099 Page A-2

I I LAPDRATORY TESTS

The field moisture content and dry density of the soils encoun-

I tered were determined by performing tests on the undisturbed samples.

I The results of the tests are sho~ to the left of the boring logs.

Direct shear tests were performed on selected undisturbed sam-

I ples to detennine the strength of the soils. The tests were performed

at field and increased moisture contents and at various surcharge pres-

I sures. The yield-point values determined from the direct shear tests

I are presented on Plate A-3, Direct Shear Test Data.

Confined consolidation tests were performed on four undisturbed

I samples to determine the compressibility of the soils. The samples were

tested at field moisture content. To simulate the effect of the planned

I excavation, the samples were loaded, unloaded, and subsequently reloaded.

I The results of the tests are presented on Plates A-4.1 and A-4.2, Consoli-

dation Test Data.

I -oOo-

I I I I I I I

I I I

~• I 0

I I i

;:> ~

t ,;;:- ... ~ ~ !2 "' <:) ~ ELEVATION 203. 7*

):':' ~vi w w :I ;r: ,:: I- 0 .. z 0 ..

z"' .. z zO Q):

200 -

58 195 Q..J ..J

"' "'"' z :r ii' b 0 ID I-

"' ..J :::> 5~

:::>

15.8 113 2 '[;% 18.9 110 2 I~

- 5 ~--1----+----+-----1-----.V/ / 13.2 107 4

14.0 113 8 ·~ I~ ~ • l O -L---.L--L-----l---_.____.v. 7o//

11.7 119 8

15

I 14.5 109 I

I i

5 ) I

I c 20 -1---+-"'2cf2_,_ • .t,.2µ10~3y _ _:4~1 -Ill'

ML FILL - SANDY SILT - brown

CL SILTY CLAY - greyish-brown

Sandier

CL SANDY CLAY - brown

Some gravel

SP GRAVELLY SAND - some Silt, grey and brown

ML SANDY SILT - brown

"' </I "' :::; \; t:2; CL SANDY CLAY - few gravel, brown

I~ Q.

~? \180. 5 !;j I w !z I c 25

"'"' UJ V'I i x~: z Q. I

~~1 :r ' :~ 1175. ~~. c 30 ,:: 0

24.5 102

I l

I

12.41 115 I

! 29.8 94 I

g~ 3s.s 89 I

4 ... '. ·O . .'

31 I .. . . o·.

.· ...

S I

6 I

u~ I tj~ 170. 1' I'// ~~ OJ. ·,: 1 cn " '~V/ ~ 35 , // i! ; I ~ ~;

165 ii 31. i 91 6 I~

..J .. L- 40 -L--'---'----'---'--1/ / u

SP SAND - medium and coarse, about 10% gravel, aome Silt,. grey and brown

. ML SANDY SILT - grey

CL SILTY CLAY - grey

*See Plate l for location and elevation of bench mark.

Sandier

~o I-~

(CONTINUED ON FOLLOWING PLATE)

LOG OF BORING


PLATE A-1. la

•• I I I

w

I 1 J i

I-

I I a

I

w I-C'l <f)

w w ::E ~;::: 160 -1-0 - <r

-' => ... 60 ~~ =>

"' "' w ::;~ I Q. '

~~' ;::: 140 -

~ ID

"'0 L 10 ~I-;:o I c"' ~!z I u~ w<r

130 -u -"' u. ~ 0

8~ 125 --'<I 80 u w-:x:O I-!':

w 5 z

-+---l-1_1_2_._.·,__1_10--1-2-1--+---11·~·::· SP AND - fine, few gravel, light brown

12.~ 109 21 I o·::

I

I-' ......... +--I ·,·::: SW lsAND - well graded, some gravel, light brown

I · . .,·-: · .. ,,,., -l-----+---l--+---+-----1 . '·.·ti:

11.: 119 2Y i

I 16.~

I I

I

I 104 i 19

I I I

·.·a·· .. · . I ~· ..

... _ .. 0

:•. :· .. . ·. ... ''

I '' '. ''.

" '

I -1---+---+---+--+-4 ·::.

191 I _':. i '16.• l•J4

I ' ' ..

'' i

I +---+' -->---+----+----! .. ' ..

i

I 96 I 21 I 16.1

-l-----+---1'--+---+-----1· '

i 19. 7 l 01 I 24 I I

SP SAND - fine, light brown

SM SILTY SAND - fine, greyish-brown

Some gravel CL SILTY CLAY - bluish-grey

NOTE: Drilling mud used in drilling process. Wster level not established. Installed 2" diameter P.V.C. pipe to depth of 77' for downhole seismic survey. Annular space ground outside of pipe backfilled with gravel.

LOG OF BORING


PLATE A-1. lb

I I I

0

I I i

BORING 2 DATE DRILLED. April 17, 1980

~: CL FILL - CLAY and SILT - pieces of concrete, ); ML brown

21.' 100 <1 SILTY CLAY - greyish-brown 10 CL

'/:JSC WO - 17 ·" TO'i 7 I/)".,

- 5 -+---+-"-'-'~"'-+-~-'l'~z

CLAYEY SAND - fine, about 10% gravel, grey and brown

12.8 113 7 I~

195--10-+-~+:l~"~-·'+-"-1~·•17'-+~7'-f---"l-(1~. 0 I~ CL

SANDY CLAY - about 10% gravel, brown 14. 8 117 I '(l

190 - ~ -15-t--t~t:-:::-1-:1~~/~//~

20. 2 108 7 1 ML SANDY SILT - brown

26.6 96 7 I 185 -

20-+----+---+---1--t---tl

31. l 89 5 I

180 - >< q R;, ~ I ' 2 5 +--+.LL._.z_f-'""--t-_,,,_-f---'I

' I 27.Si 96 9 I

Layer of Sand

SILTY CLAY - brown

Greyish-brown

(CONTINUED ON FOLLOWING PLATE)

LOG OF BORING


PLATE A-l.2a

I I I

• 0

I _ri it

M' w

l

I I I

i-0 60 . 1145. ~~I • 60

~"' I :.::; ~

~~I z'-o;! 140 . Wz • 65 a: w w"' :I:W

a: z Cl.

"'""' o"' "w Ul CD

(/) 0 ~ ....

135 .. 70

;::: 0

a~ ~ -

"' I-~-

0

8~ 125 -..J <I 80 u w-l: 0 .... !':

w t z

17.4 113

7 • ~, i IJ.'.+

P.7 'Jli

8

l " ~

I~ SC

' SM

I :

0·.,,; SW ; .. : 0. · .... '

" ' :.~~:· ;O: ~ '. ·. : .

22 I :;::_ SP .. '; '.' ' .. ·:.· .. : .

T .... 0 :J 1 ", I -1-----4-..... '..Ul-2'2.-4--..LLJ--ll "·_..

' -. ... . . -·: :· . · .. . .. . -

--l-----"----l------4---1--1• -..

2~ I-~-:.

: SM J7

I 14 I :

I :

I ! :

20. 102 ! lJ • I

I NOTE:

i

DATE DRILLED:

BORING 2 April 17, 1980

20"-Diameter Bucket

(CONTINUED I

CLAYEY SAND - fine, greyish-brown

SILTY SAND - fine, light brown

SAND - well graded, about 20% gravel, grey

Cobbles (to 4" in size)

SAND - fine, light brown

Few gravel

SILTY SAND - fine, light red and brown

Greyish-brown

Slight water seepage at 29~'. No measurable amount of water accumulated at 10 minutes after completion of drilling. No caving •

LOG OF BORING


PLATE A-l.2b

I I I I

I I i

UJ ... ~ui

UJ UJ :I j': >=

;;;. ~~ BORING 3 ~ 2 .ff J 1'J •"' t;. :!~;. .1 DATE DRILLED April 15, 1980 ,._!2+ ~" • :..~if!" ,._g .,t· l ,.~ tt .. ' "' EQUIPMENT USED: 24"-Diameter Bucket ~ J... ~ Q- ., ... Q \" "' ·.!I 9." ~ If} .~ f:I" O' 0 ..... ... :,. ,... ~

,_.J' Q "> ~ o\0 I<! ~ I,{,-.' ,_,.,. v '- / '- /. '- ELEVATION 196. 4

95 -~ CL FILL - SANDY CLAY - few gravel, mottled V/ CL brown V / SANDY CLAY - few gr~~al, brown ,V/

~~ 0 <I z (/)

+--+--1_4_. :+--1_1_2 +---6 +---l~l~Y':: SC CLAYEY SAND - well graded, about 20% gravel,

-' t: ~ • 15 "'0 z UJ 0 80 -ru ... !:i ~ I I

22.9 108

I I 3i.1 92

"- ' I

~~I I i

8 I~ '/

ML

3 I

ML

~~I ~20 ~~ps~ I 140.5

79 I ~ : ', SM

Q. I i I I ~~ I I tij~ I ! Jn o Cl' R • ffi ~ 1f- 2 5 41. _ _J..,LJ_,_QJ-_:L;L-J--__Q_!--1'1

rz~ 70 I t"¥~~ 1t // CL

~~ V,:'. "'~ 1. 25.0100 7 I~ ~ ~ I r 30 lUlJ ~~ ~65 ~ l I V~t'.%/ u~ 1. i i 29 4 93 5 V /

er I • // ~ ~ ! ,I "·/..,..:,+ / /--1 ~~ i ~ SC

!~ ~60 1135

lo.J 122 12 I~ .._ 00 ! 4 0 I h'i+rt-S-M ....

8~ ..J ~ 40 _j__-1, __ L__ _ _j_ _ _J_~,

ML

grey and brown

SILTY CLAY - greyish-brown

SANDY SILT - brown

CLAYEY SILT - grey and brown

SILTY SAND - fine, grey and brown

SANDY SILT - grey and brown

SILTY CLAY - grey

Layer of Clayey Silt

CLAYEY SAND - fine, light brownish-grey


!;! iS (CONTINUED ON FOLLOWING PLATE) ... ~ '' UJ

~ LOG OF BORING


PLATE A-l.3a

I I

I I I

55 -

I I -45

~so _ I I

I ~45 -I

- 50

10.9 110

11. 7 115

9.9 95

6' 1 100

16

11

14

i : 12

I I

I : :

I ~ • ., SP _;,

I >: ·. 0,

, ''•

I , .

·.·. ,' _·

I I I I I

~ 55 -+---+-~7 .1 QS II

?1 I :.· .

i l40 ' '. ''

~ 60 7.4 1U5 17 I -t-~-+~~+"~-+~~r--..., ,.

~ I

i l'.4 lfJ2 ! 11 I

SM

. I 14

.. o.,

(CONTINUED!

About 20% gravel and cobbles (to 8" in siz~

SAND - fine, few gravel, light brown

No gravel

SILTY SAND - fine, greyish-brown

SAND - well graded, about 10% gravel, dark grey I f- 70 +--+li-· 6 117

:125 ~ ML CLAYEY SILT - dark grey

J 7 s _L__J....11...;·1u.-..1· L1L1u:;,._· _j_._,1t.~ _ _._ ,;;-""'-' /--·L-s_c ....

NOTE:

CLAYEY SAND - fine, grey and brown

Slight water seepage encountered at 2611' and 68!~' to 71'. No measurable amount of water accumulated at 10 ~inutes after completion of drilling. No caving.

LOG OF BORING


PLATE A-1.3b

I I I

., 0

I I i

I I

:1ss I I

5

10

I I

rl5 ~80 1

I

I

-30

i I >--35 I

I

17. 5 103

9.3 115

10. 9 110

11.3 111

13.3 109

38.0 82

I 30.S 91

I I '34.7! 88

I

36.71 84

I

27.zi 96

25.11 97

I I

20.lt 106

17 .$ 111

7

7

7

7

s! I

I 7 I

7

5

8

8

8

3

BORING 4 April 18, 1980

EQUIPMENT USED 20"-Diameter Bucket

.. SC FILL - CLAYEY SAND - fine, large pieces of concrete, brown

.. SM SILTY SAND - fine, few gravel, brown

SAND - well graded, about 10% gravel, brown

SP SAND - medium and coarse, about 10% gravel, grey and brown

CLAYEY SAND - medium and coarse, some gravel, brown

SANDY SILT - greyish-brown

SILTY CLAY - brown

Lenses of Silty Sand

SANDY SILT - light brown and grey

SILTY CLAY - bluish-grey

CLAYEY SAND - fine, bluish-grey

Greyish-brown

•

.l___-l.-_-l __ J_ _ _.___J; .. (CONTINUED ON FOLLOWING PLATE)

LOG OF BORING


PLATE A-1.4a

I I I

I I -

"' b z

12 ·~ ~

91 .~ I ~1--1

I , ' SM '"45 -i----+--l----+----+---11

I

155 .

12.7 117

12. 7 111

""50 _ i 11.l 108 14 ' .. :. SW

.Q,

I

II ... . •,; o:· '.

.45 I

11.4 100 13 I " SP , ''

l l

L- 55

9. 3 94 14

Ii ·.::::·

I . "

~ 60 -l----1---_J!f--l---<-1 ~ . '. ::

.40 I ,

! I i 9. 311 94 1, 16 I I .: .. · ...

1 ! j "' - 65 -i----i---+---+--+---!i

• 35

,30 - 9.6 97 14 i I

I I

"70 -+----+--1----+---t-,~1 I I '

I'" ~I I 123. l i 95 10 I

; I I ~75 -1---1----il----+----+-, -l"+'~.,,.,-1

I 1 , V/,. CL 132.0 91 I 9 I V/,

20 .

NOTE: 1---... 80 _J_ _ _j_ _ ___J. ___ 1---_J__-J

BORING 4 (CONTINUED)

20"-Diameter Bucket


SAND - well graded, about 10% gravel, light brown

SAND - fine, light brown

SILTY SAND - fine, brown

Bluish-grey

SILTY CLAY - shell fragments, bluish-grey

Water seepage encountered at 24' and 73'. No measurable amount of water accumulated at 10 minutes after completion of drilling. No caving.

LOG OF BORING


PLATE A-l.4b

I I I I I I I I I I I I I I I I I

I

COARSE GRAINED

MAJOR DIVISIONS

GRAVELS (More than 50 "lo of coarse fraction is LARGER than the No. 4 sieve size)

CLEAN GRAVELS

(L1t11e or no fines)

GRAVELS WITH FINES

(Appreciable amt. of fines)

GROUP SYMBOLS

.. GM

GC

TYPICAL NAMES

Well graded grovels, gravel-sand mix.tures, Jitife or no fines.

Poorly graded grovels or gravel-sand m1xtures, l1t1le or no fines.

Silty grovels, gravel- sand - silt midur6s.

Clayey grovels, grovel-sand-clay mixtures.

::::/·_._:-.:_:· Well graded sands, gravelly sands, little or SOILS

(More than 50% of material is LARGER than No. 200 sieve size)

::°:· SW CLEAN SANDS i;,'.;_.Ji.~ '"-'·:i.----1----"_

0

_'_;,_,._· ___________ ----I (Uttle o• oo f;oeo I 8/

FINE GRAINED

SOILS {More than 50 °/o of material is SMALLER than No. 200 sieve size)

SANDS (More than 50 °/o of coarse fraction is SMALLER than the No. 4 sieve size) SANDS

WITH FINES (Appreciable amt. of fines)

SILTS AND CLAYS {Liquid limit LESS than 50)

SILTS AND CLAYS (Liquid limit GREATER than 50)

HIGHLY ORGANIC SOILS

SP

SM

~SC

Poorly graded sands or gravelly sands, little or no fines.

Silty sands, sand-silt mixtures.

Clayey sands, sond·cloy mixtures.

Inorganic silts ond very fine sands, rack flour, Ml silty or clayey fine sands or clayey silts

with slight ploslic1ty.

~CL OL

MH

~OH

lnorgamc cloys of low to medium plasticity, gravelly clays, sandy cloys, silty cloys, lean cloys.

Organic silts and organic silty cloys of law plosticily .

Inorganic silts, m1coceous or d1atomoceous fine sandy or silty soils, elastic silts.

Inorganic cloys of high plosticily, fol cloys.

Organic clays at medium ta high plost1cily, organic silts.

Peat and other highly organic soils.

BOUNDARY CLASSIFICATIONS: Soils possessing chorocterist1cs qt two groups ore designated by combinations of group symbols.

PARTICLE S I Z E L I M IT S

SAND GRAVEL ' ' SILT DR CLAY

I I COARSE I COARSE

COBBLES I BOULDERS FINE MEOIUM FINE !

NO. 200 NO. 40 NO. 10 NO. 4 ~in. 3 in.

$ I Z E (I 2in.1

U.S. STANDARD SIEVE

UNIFIED SOIL CLASSIFICATION SYSTEM

Reference : The Unified Soil Classification System, Corps of

Engineers, U.S. Army Technical Memorandum No. 3-357, Vol. I, Morch, 1953. (Revised April, 1960)

LEROY CRANDALL AND Aissoc1ATEs

PLATE A-2

I I

I

I I I I

SHEAR STRENGTH in Pounds per Square Foot 1000 2000 3000 4000 5000 6000

-0 0

IJ...

Q) 1000 ..... 0 :J r:r

(/)

..... Q)

Q.2000L--~~~~-L~--=~.=r.:::.!!!CJ._~~~~~~~~~~-l-~~~~-J~~~~~--1

U! '"O c :J

~

w a:: :::::> (/) (/)

BORING NUMBER 8

SAMPLE DEPTH (FT)

W e\~I°< a:: 400QL-~~~~---'-~~~~~-'-~~~~-"~~~~~----~~~~----<>-----~~~~-1 a.

w VALUES USED <::> ~~----a:: IN A~ALYSES <[

G 5000._~~~~---'-~~~~~-'-~~~~~~~~~~----~~-6-~-~-0__...>-----~~~~-1 a:: :::::> (/)

KEY.

• Tests at field moisture content

o Tests at increased moisture content

DIRECT SHEAR TEST DATA

' LEROY CRANDALL 8 ASSOCIATES

PLATE A-3

I

~

I()

I

I I I I

I u z

0:: w a.

C/l w I u z

z

z 0 I-<l 0 _J

0 C/l z 0 u

0.4 \

ra.::

0.01

-

o. 02

=1.__

0.03

0.04

o.os

0.06

0.07

LOAD IN KIPS PER SQUARE FOOT

0.6 0.8 10 20 3.0 4.0 60 80 100 200 300 I I I I

I ~- -~ -..... ....... ..... , _ Boring 2 at 36' ~

'• ' ..... r-... SILTY CLAY

~ /1 ........ i I I

-=: --- --:._~ -..... I I I

- - -'"t

~ ~ .... . J ..... I "Boring 1 at 51' .,

SAND

' ' I ~ " -~ <,'\ • \

'---,. r-- ' \ -- , __

"<.. -- ~' -c--.. -:::- --I - "I v

--~ - ~ -- -.. ~--- -- . v -- \ 'V

' -• \ -,._ . -- '

--~ I I

I I I I '

NOTE: Sample• tested at field moisture content.

CONSOLIDATION TEST DATA

LEROY CRANDALL 8 ASSOC! ATES

PLATE A-4.1

I

I I I I

LOAD IN K JPS PER SQUARE FOOT

0.4 0.6 0.8 1.0 20 30 40 60 80 100 200 300

I u

0.0

0

1

z o.o 2

0:: w a..

(/) w :t: 0.0 3 u z

z

z 0 f<l 0

....J 0

o.o '

,, (/) 0.0 z 8

" o.o

0.0 .

i:::..__ --

~

-<>-...

-. --

I I I I - ....- Boring 4 at 40' ..... r::: "':

~ / CLAYEY SAND

/ I I

' "' / ' I I "'~ ~ ~ Boring 4 at 66'

.;.:: • -I- - /- SILTY SAND - - -----.-~~ ·- '~ v - -~- ~

' ..... /

'( " r--., ', ' ' ,_ "

~- I --- • ~ - - ' I .

-t---- ·-. I ~

I •• --I -- \ i -- . l - ' -- • \ - "" --~

I

I •

I I

i ! '

NOTE: Samples tested at field moisture content.

CONSOLIDATION TEST DATA

LEROY CRANDALL 8 ASSOC I ATES

PLATE A-4. 2

)> .,, .,, m z c::J

x

"'


ADE-80099 Page B-1

APPENDIX B

GEOLOGIC AND SEISMIC DATA

GENERAL

The geologic-seismic studies included a field reconnaissance on

and adjacent to the site on April 14, 1980, and office analysis.of

published and unpublished literature pertinent to the study area. The

site lies within the Newport-Inglewood Alquist-Priol_o Special Studies

Zone. Therefore, the study also included on-site trenching to determine

the existence of Alquist-Priolo Special Studies Zone faults. The Los

Angeles City Seismic Safety Plan was reviewed as part of the literature

analysis. The site is south of the Santa Monica Fault Detailed Study

Zone, as delineated in the City of Los Angeles Seismic Safety Plan.

This Appendix presents addiU.onal background information regard-

ing faults and ground shaking.

FAULTS

Faults in Southern California are classified as being active,

potentially active, or inactive faults. The criteria for these major

groups, as established by the Association of Engineering Geologists

(1973), are presented in Table B-1. Table.B-2 presents a listing of

active faults in Southern California with a distance in miles between

the site and the nearest point on the fault. Table B-3 provides a

similar listing for potentially active faults. No faults or fault

associated features were observed on or adjacent to the site during the

field reconnaissance and trenching exploration.

I I I I. I I I I I I I I I I I I I I I

ADE-80099

TABLE B-1

-CRITERIA FOR CIASSIFICATION OF FAULTS WITH

REGARD TO SEISMIC ACTIVITY

(From Association of Engineering Geologists, Geology and Earthquake Hazards, 1973)

A. Active Faults: (See Table B-2)

Page B-2

These faults are those which have shown historical activity. This category includes such faults as the San Andreas, San Jacinto, and Newport-Inglewood.

B. Potentially Active Faults: (See Table B-3)

These faults are those, based on available data, along which no known historical ground surface ruptures or earthquakes have occurred. These faults, however, show strong indications of geologically recent activity. Potentially active faults can be placed in two subgroups that are based on the boldness or sharpness of their topographic features and the estimates related to recency of activity. These subgroups are:

1. Subgroup One - High Potential

a. · Offsets affecting the Holocene deposits (age less than 10 -11,000 years).

b. A ground water barrier or anomaly occurring along the fault within the Holocene deposits.

c. Earthquake epicenters (generally from small earthquakes occurring close to the fault).

d. Strong geomorphic expression of fault origin features (e.g. faceted spurs, offset ridges or stream valleys or similar features, especially where Holocene topography appears to have been modified),

2, Subgroup Two - Low Potential

This subgroup is the same as 1-a, b, or d above, with the exception that the indications of fault movement can be only detennined in Pleistocene deposits (less than 1,000,000 years ago).

C. Inactive Faults:

These faults are without recognized Holocene or Pleistocene offset or activity.


ADE-80099

TABLE B-2

MAJOR NAMED FAULTS CONSIDERED TO BE ACTIVE (a)

IN SOUTHERN CALIFORNIA

Date of Maximum Fault. Latest Major Credible

(in alphabetical order) Activity Earthquake

Big Pine 1852 7.5 (b) Coyote Creek 1968 7.2 (c) Elsinore 1910 7.5 (b)

Garlock (d) 7.75(b) Malibu Coast 1973 7.0 (c) Ma nix 1947 6.25(b)

More Ranch (d) 7. 5 (b) Newport-Inglewood 1933 7.0 (b) San Andreas Zone 1857 8.25(b)

San Fernando Zone 1971 6.5 (b) San Jacinto Zone 1968 7.5 (b) Superstition Hills 1951 7.0 (b)

\..bite Wolf 1952 7.75(b) Whittier 1929 (?) 7.1 (c)

(a) Historic movement (1769 - present). (b) Greensfelder, C.D.M.G. Map Sheet 23, 1974. (c) Mark (1977) Length-Magnitude relationship. (d) Intermittent creep.

r ..., ". .J

[~:::;a

Distance From Site

(Hiles)

63 140 52

59 7.7

122

82 0

37

151:! 47

162

74 21

Page B-3

Direction From Site

NW ESE ESE

NNW w

ENE

WNW 0

NNE

N ENE ESE

NNW E


ADE-80099 Page B-4

TABLE B-3 MAJOR NAMED FAULTS CONSIDERED TO BE POTENTIALLY ACTIVE (a)

IN SOUTHERN CALIFORNIA

Maximum Distance Fault Credible From Site

(in alphabetical order) Earthquake (miles)

Calico-Newberry 7 .25 (b) 106 Charnock 6.6 (c) 2.9

*Uiino 6. 7 (c) 36 Cucamonga 6. 5 (b) 40

*Duarte 6.3 (c) 28

Helendale 7.5 {b) 78 Northridge Hills 6.5 (b) 131:; Norwalk 6.4 (c) 24 Oakridge 7.5 (b) 32

*Overland 6.2 (c) 2.0

Ozena 7.3 (c) 70 Palos Verdes 7.0 (b) 111:; Pinto Mountain 7.5 {b) 95 Raymond 6.6 (c) B.6 San Cayetano 6.75(c) 35

*San Gabriel 7.5 {c) 19 *San Jose 6.5 (c) 29 Santa Cruz Island 7.2 {c) 59 Santa Monica-Hollywood 6.8 (c) 0.23-0.80 Santa Susana 6.5 (b) 181:;

Santa Ynez 7.5 (b) 47 Sierra Mad re 7.5 (b) 16 Sierra Nevada 8.25 (b) 88

*Verdugo 6.8 (c) 12

(a) Pleistocene deposits disrupted. (b) Greensfelder, C.D.H.G. Nap Sheet 23, 1974. (c) Mark (19/7) Length-Magnitude relationship. * Low Potential per A.E.G. definition,

Direction From Site

NE WSW

E E

ENE

NE NNW ESE

NW WSW

NW SSW

E ENE

NW

NNE E w

NNW NNW

NW NE

NNE NE

I ADE-80099 Page B-5

I I Nearby faults include the active Newport-Ingle1'ood Fault, and

the potentially active Santa Monica-Hollywood, Overland, and Charnock

I Faults. Other more distant active faults include the San Fernando Zone,

I the San Andreas Fault, and the Malibu Coast Fault, the potentially

active Northridge Hills, Palos Verdes, and Raymond Faults, and the

I potentially active (low potential) Verdugo Fault.

Ne1'port-Inglewood Fault Zone (Inglewood Fault) - The queried

I northern end of the Ingle•uod Fault is sho1'0 to pass through the north-

I 1'est corner of the site according to F..aps of the area. However, no

evidence of faulting was observed on the site during our trenching

I exploration. This fault is not known to offset the gravel zone at the

base of the Holocene deposits in Ballena Gap, about 2~ miles south-

I southeast, Ground water level changes in older rocks indicate faulting

I in rocks as young as late Pleistocene. Nonetheless, earthquakes such as

the June 21, 1920 Inglewood earthquake and the March 10, 1933 Long Beach

I earthquake, show this to be an active fault zone capable of generating

moderate earthquakes, yet not disturbing Holocene materials. Recent

I evidence indicates the Newport-Inglewood Fault may offset the Santa

I Monica-Hollywood Fault in a complex manner at depth which is not clearly

shown in the kno1'0 pattern of surface faulting and deformation. Alterna-

I tively, the Ingle1'ood Fault and associated Charnock and Overland Faults

may bend westerly as they approach the Santa Monica-Hollywood Fault,

I according to the interpretation of Barrows in C.D,M.G. Special Report

I 114 (1974).

I I

r . """] ·~- . ' _- ' c~~:iil

ADE-80099 Page B-6

I I I

Overland Fault - The northern known terminus of the Overland

Fault is located about 2,0 miles west-southwest of the site. The Over-

I land Fault trends northwest and extends frOl!l the northwest flank of the

Baldwin Hills to Santa l1onica Boulevard in the vicinity of Overland

I Avenue. Displacement on the fault is believed to be vertical, ·with an

I offset of about 30 feet. The northeasterly side of the fault is raised

relative to the southwesterly side. Water levels in the Pleistocene

I sediments indicate that the fault is an effective barrier to ground

water movement and that Pleistocene materials have been offset. This

I fault is believed to be potentially active (low potential).

I Charnock Fault - The northern end of the Charnock Fault is

located about 2.9 miles west-southwest of the property and has a general

I trend subparallel to the Overland and Inglewood Faults. Differential

water levels occur across this fault and therefore it is concluded that

I it has experienced some movement during lower Pleistocene time (DHR

I Bulletin 104-A, 1961). Several earthquake epicenters with magnitudes

ranging from 3 to 4 plot along the surf ace trace of the fault indicating

I that the fault is active at least at depth (DWR Bulletin 116-2, 1964).

Santa Monica-Hollywood Fault - The potentially active Santa

I Monica-Hollyi.uod Fault trends northeast-southwest and has been located

I b'etween 0.23 and 0.8 mile north-northwest of the site. Some geologists

believe the Santa Monica-Hollywood Fault is structurally aligned with,

I and may be continuous •~th, the Raymond and Malibu Coast Faults in

similar trend, age, and displacement. The Santa Monica-Hollyi.uod Fault

I I I

I I I· I I I I I I I I I I I I I I I I

ADE-80099 Page B-7

cuts rocks of late Pleistocene age and older, but is not known to deform

Holocene (11,000 years or younger) materials.

GROUND Sll.\KING

Movements on any of the above described active oc potentially

active faults may cause ground shaking at the building site.

The relationship between the magnitude of an earthquake and the

duration of strong shaking that results has been investigated by Housner

(1970). This relationship is set forth in Table B-4. The duration of

strong shaking is defined as that tin. period during which the accelera-

tion is greater than 0.05g.

TABLE B-4

MAGNITUDE AND DURATION OF STRONG SHAKING AFTER HOUSNER (1970)

Magnitude

5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5

~ ~

Duration (Seconds)

2 6

12 18 24 30 34 37


ADE-80099 Page B-8

REFERENCES

Albee, A.L. & Smith, J.L., "Earthquake Characteristics and Fault Activity in Southern California", A.E.G. Special Publication, October, 1966.

Allen, C.R., et al., "Relationship between Seismicity and Geologi.c Structure in the Southern California Region", Seismological Society of America, Vol. 55, No. 4, 1965.

Arnold, Ralph, "The Los Angeles Oil District, Southern California, i.n The Santa Clara, Puente Hills and Los Angeles Oil Districts", U.S.G.S. Bulletin 309, pp. 138-202, 1907.

Association of Engineering Geologists, "Geology and Earthquake Hazards", July, 1973.

Barbat, W. F., "The Los Angeles Basin Area, California", in Higgins, J.W., Editor. "A Guide to the Geology and Oil Fields of the Los Angeles and Ventura Region". American Association of Petroleum Geologists, Annual Meeting, Los Angeles, 1958, pp. 37-49. Also in Weeks, L.G., Editor, Habitat of Oil - A Symposium. American Association of Petroleum Geologists, Tulsa, Oklahoma, pp. 62-77, 1958.

California Department of Water Resources, "Planned Utilization of Ground Water Basins of the Coastal Plain of Los Angeles County", Bulletin 104, Appendix A, Ground Water Geology, 1961.

California Department of Water Resources, "Investigation of Failure of Baldwin Hills Reservoir", 1964.

California Department of Water Resources, "Crustal Strain and Fault Movement Investigation", Bulletin 116-2, 1964.

California Department of Water Resources, "Hydrologic Data", Bulletin 130-73, 1974.

California Division of Mines and Geology, "A Review of the Geologic and Earthquake History of the Newport-lngle"°od Structural Zone, California'', Special Report 114, 1974.

Castle, R.O. & Yerkes, R.F., "Recent Surface Movements in the Baldwin Hills, Los Angeles County, California", U.S.G.S. Open File Report, 1969.

r"'1 C:::'::a


ADE-80099 Page B-9

Grant, U.S. & Shepard, W.E. "Some Recent Changes of Elevation in the Los Angeles Basin", Seismological Society of America, Bulletin, Vol. 29, No. 2, April, 1939.

Greensfelder, R.W., "Maximum Credible Rock Acceleration from Earthquakes in California", C.D.M.G., tl_ap Sheet 23, 1974.

Hoots, H. W., "Geology of the Eastern Part of the Santa Monica Mountains, Los Angeles County, California'', U.S.G.S. Professional Paper 165-C, 1931.

Housner, G.W., ..,Strong Ground Motions", Chapter 4, Earthquake Engineering, Prentice-Hall, Inc., 1970.

Lamar, D.L., "Structural Evolution of the Northern }!argin of the Los Angeles Basin", Unpublished UCLA PhD Thesis, 1961.

Long, R.R. & Dressen, R.S., "Subsurface Structure of the Northwestern Los Angeles Basin", California Division Oil and Gas, Technical Papers Report No. TPOl, 1975.

Los Angeles, City of, Department of Planning, "Seismic Safety Plan", 1974.

Mark, R.K., "Application of Linear Statistical Models of Earthquake Magnitude versus Fault Length in Estiroting Haximum Expectable Earthquakes", Geology, Volume 5, pp. 464-466, 1977.

Richter, C.F., "Elementary Seismology", W.H. Freeman & Co., 1958.

U.S. Department of Commerce, Envirorunental Science Services Administration Coast and Geodetic Survey United States Earthquakes 1962 through 1969, (annual publications).

U.S. Geological Survey, "Geology of the Los Angeles Basin, an Introduction", Professional Paper 420-A, by Yerkes, R.F., et al., 1965.

U.S. Geological Survey, "Development of Underground Water Western Coastal Plain Region of Southern California", Water Supply Paper 139, by Mendenhall, W.C., 1905.

Wentworth, C.M., J.I. Ziony, and J.M. Buchanan, ''Preliminary Geologic and Environmental ~!ap of the Greater Los Angeles Area, California", u.s.G.s., T.r.n. 25363, 1970. ·

-oOo-

> ~ m z 0

x C"l


ADE-80099 Page C-1

APPENDIX C

·nowNHOLE SEISMIC SURVEY

After completion of drilling, and after installing the PVC pipe

and placing gravel backfill in Boring 1, a downhole seismic survey was

performed in this boring to determine the propagation velocities of the

compressional waves (P-waves) and shear waves (S-waves).

A borehole seismometer, connected with cable to an amplifier and

recorder, was lowered to the bottom of the boring. A wooden plank was

placed adjacent to the boring and weighted down with the front wheels of

a vehicle. The S-waves were generated by horizontally striking the end

of the plank with a sledge hammer; the P-waves were generated by verti-

cally striking the top of the plank. The S-waves and P-waves were

detected by the three orthogonal geophones of the borehole seismometer.

~ben the measurements were completed at a given depth, the seismometer

\1aS raised to a higher level and a new set of measurements was taken.

The times of first arrivals of the S-waves and P-waves were de-

termined from the recordings and were plotted versus distance from the

source on a travel time curve which is presented on Plate C-1, Downhole

Seismic Survey. The propagation velocities were computed and are pre-

sented on Plate C-1.

SEISXICITY

The seismicity of the region surrounding the site was determined

from a computer search of a magnetic tape catalog of earthquakes. The

catalog of earthquakes included those compiled by the California Institute

I I I I·


ADE-80099 Page C-2

of Technology for the period 1932 to 1978 and those earthquakes for the

period 1812 to· 1931 compiled by Richter and the U. S. National Oceanic

and Atmospheric Administration (NOAA). Table C-1 is a computer printout

of the earthquakes (Table C-1 is presented at the end of this Appendix).

The search for earthquakes that occurred within 100 kilometers of the

site indicates that 290 earthquakes of Richter magnitude 4.0 and greater

occurred between 1932 and 1978; one earthquake of magnitude 7.0 or

greater occurred between 1812 and 1905.

The information listed for each earthquake found in Table C-1

includes date and time in Greenwich Civil Time (GCT), location of the

epicenter in latitude and longitude, quality of epicentral determination

(Q), depth in kilometers, and magnitude. Where a depth of 0.0 is given,

the solution was based on an assumed 16-kilometer focal depth. The ex-

planation of the letter code for the quality factor of the data is pre-

sented on the first page of the table.

GROUND MOTION STUDIES

GENERAL

In the development of response spectra, procedures were used

which consider the effects of local soil and geologic conditions. These

site dependent procedures reflect the current state-of-the-art and are

. (1 2 3 4 presented in the literature of earthquake-resistant design ' ' ' '

7)* ; they are widely accepted by consulting engineers and regulatory

agencies in the United States and other countries.

*Numbers in parentheses refer to references summari.zed in a subsequent section entitled References.

r- ,~

(~

I I I


ADE-80099 Page C-3

The predicted response of the deposits underlying the site and

the influence of local soil and geologic conditions during earthquakes

were based on statistical results of several comprehensive studies(l, 2 •

3 4) ' of site-dependent spectra developed from actual time-histories

recorded by strong motion instruments located in various parts of the

world.

Several postulated design earthquakes were selected for study

based on the characteristics of the faults presented in Tables B-2 and

B-3 of Appendix B. The peak ground motions generated at the site by the

selected earthquakes were estimated from available empirical relation-

hi <2• 4 • 5) Th 1 i f i 1 1 s ps e se ect on o appropr ate response spectra va ues

(1 2 3 4) and spectral shapes was based on several recent studies ' ' '

The dynamic characteristics of the deposits underlying the site were

estimated from the results of the dm-mhole seismic survey, the logs of

borings, and static test data presented in this report, and from dynamic

test data available from various sources.

Details regarding the ground motion studies are presented in the

following sections.

POSTUIATED DESIGN EARTHQUAKES

The causative faults were selected from the list of faults pre-

sented in Tables B-2 and B-3 as the most significant faults along which

earthquakes are expected to generate motions affecting the site. Postu-

lated design earthquakes were selected in accordance with the seismic

criteria set forth in the "Recommended Lateral Force Requirements and

E.· . '.11 . . . c::~

I I I


ADE-80099 Page C-4

Commentary 11(6 ) by the Structural Engineers Association of California.

Those criteria have been· interpreted as follows:

1. Structures shall resist moderate earthquakes with a low proba~ bility of structural damage.

2. Structures shal 1 resist major earthquakes, of the inte.nsity of severity of the strongest experienced in California, with a low probability of collapse, but with some structural as well as non-structural damage.

Accordingly, the major and moderate earthquakes were interpreted as the

maximum credible earthquake and the maximum probable earthquake, respec-

tively, that may be generated along the causative faults. The maximum

credible earthquake constitutes the maximum earthquake that appears to

be reasonably capable of occurring under the conditions of the presently

known geological framework; the probability of such an earthquake occur-

ring during the lifetime of the subject development is low. The maximum

probable earthquake constitutes an earthquake that is highly likely to

occur during the design life of the development.

Two maximum credible earthquakes and one maximum probable earth-

quake were selected. The descriptions of these earthquakes are presented

in Table C-2, Postulated Design Earthquakes. The maximum probable local

earthquake was arbitrarily defined as a 50-year earthquake; this selection

was based on Plate C-2, Recurrence Curve.

I I I I I I I I I .1 I I I I I I I I I

ADE-80099

Design Earthquaker

Maximum Credible:

A

B

Maximum Probable:

c

TABLE C-2

POSTULATED DESIGN EARTHQUAKES

Fault

San Andreas·

Newport-Inglewood Santa Monica-Hollywood

Newport-Inglewood, Santa Monica-Hollyood or Charnock

Estimated Magnitude

8.3

7.0 6.8

6.3

Page C-5

Distance From Fault to Site

(Miles)

37

1 1

1 to 2.9

The recurrence curve on Plate C-2 was developed on the basis of

the seismicity of an area having a radius of 100 kilometers. The applica-

tion of the Poisson probability law to the resulting recurrence curve,

as shown on Plate C-3, Estimated Probability of Earthquake Occurrence,

provides an estimate of the probability of earthquake activity that may

affect the site. The probability of at least one occurrence of a 50-year

earthquake "ithin the search radius would be approximately 50% to 60%.

The probability value is based on the assumption that the seismic risk

is equal throughout the search area; in addition, an earthquake of a

given magnitude is assumed to occur on the nearest fault to the site

capable of generating that level of earthquake.

ADE-80099 Page C-6

ESTIMATED PEAK GROUND MOTION VALUES

The site dependent procedure used herein based on the statisti-

cal analysis approach consists of estimating the peak ground motion

values (acceleration, velocity, and displacement) anticipated at the

site, and applying structural amplification factors to these values to

obtain the spectral bounds for each desired value of structural damping.

'.lhe ground motion values have been found to vary with the magnitude of

earthquake and distance of the site from the source of energy release(l,

2, 4, 5) •

The peak ground accelerations for the subject site and postulated

design earthquakes are based on the studies by Seed, et al(l, 2 • 5>, who

analyzed 104 site-matched strong motion records and developed average

response spectra for four broad site classifications: rock, stiff soil,

deep cohesionless soil, and soft to medium soil deposits. Based on a

review of the results of the boring logs, downhole seismic survey, and

static laboratory tests, this site is classified as being between a

stiff and deep cohesionless soils site.

The peak ground motion values for velocity and displacement are

b d h i i f Tr 'f <4> Th i ase on t e attenuat on equat ons o i unac • e equat ons were

statistically determined from the analysis of over 370 site-matched

strong motion records. (Because of the non-linear behavior of maximum

acceleration in the vicinity of strong earthquakes, the equations of

Trifunac lolhich have been described as characteristically linear were not

used to estimate maximum ground acceleration.)

[" :'I .. . '

r·-,?:I


ADE-80099 Page C-7

RESPONSE SPECTRA

The ground motion values described above provided a basis by

which site-dependent response spectra were computed by the technique

presented by Hohraz (3 ). For each of four site classes, Hohraz presents

damping-dependent amplification factors by which the ground nution

values are multiplied to obtain spectral bounds. These bounds represent

constant values of spectral acceleration, velocity, and displacement.

The transition from the domain of constant spectral acceleration to

constant ground acceleration at short periods is assumed to take place

between structural periods of 0.05 and 0.17 seconds. Mean values for

the amplification factors were used to develop response spectra for

structural damping of 2%, 5%, and 10%.

It has been found that for moderate sized earthquakes, peak

ground accelerations are typically on the order of 30% to 40%

than the sustained level of ground acceleration (Ploessel and

higher

(8) Slosson)

for distances less than about 20 miles (32 km). It is our opinion that

the reduction factor should also be dependent upon duration of strong

shaking. Based on the accepted practice that a design response spectrum

should reflect this sustained level of motion rather than the absolute

peak, the spectra were reduced by factors of 0%, 30%, and 40% for Earth-

quakes "A 11,

11B 0 , and "C "., respectively.

Response spectra based on the consideration of the above factors

were developed for structural damping values of 2%, 5%, and 10%, and are

presented on Plates 7-A through 7-C, Response Spectra.·


ADE-80099 Page C-8

LIQUEFACTION POTE:ifIAL

Based on a review of the soil and water conditions encountered

beneath the subject site, the possibility of liquefaction occurring

during the maximum credible and maximum probable earthquakes as described

heretofore is judged to be very remote.

REFERENCES

(1) Seed, H.B.; Ugas, c.; and Lysr.ier, J., "Site-Dependent Spectra for Earthquake-Resistant Design", EERC-74-12, Berkeley: University of California, November, 1974.

(2) Seed, H.B.; Murarka, R.; Lysmer, J.; and Idriss, l.M., "Relationships between Maximum Acceleration, l1a:dmum Velocity, Distance from Source and Local Site Conditions for Moderately Strong Earthquakes", Earthquake Engineering Res. Center, University of California, Berkeley, EERC 75-17, 1975.

(3) Hohraz, Bijan, "A Study of Earthquake Response Spectra for Different Geologic Conditions", Bulletin of the Seismological Society of America, Volume 66, No. 3, June, 1976.

(4) Trifunac, M.D., "Preliminary Analysis of' the Peaks of Strong Ground Motion - Dependence of Peaks on Earthquake ~!agnitude, Epicentral Distance, and Recording Site Conditions 11

, Bulletin of the Seismological Society of America, Volume 66, No. 1, February 1976.

(5) Schnabel, P.B.; and Seed, H.B., "Acceleration in Rock for Earthquakes in the Western United States", EERC 72-2, Berkeley: University of California, 1972.

(6) Recommended Lateral' Force Requirements and Commentary, Seismology Committee of the Structural Engineers Association of California, 197 5.

(7) Shannon & Wilson, Inc. and Agbabian-Jacobsen Associates, "Procedures for Evaluation of Vibratory Ground Motions of Soil Deposits at Nuclear Power Plant Sites", U.S. Nuclear Regulatory C01:1mission, June, 197 5.

(8) Ploessel, M.R.; and Slosson, J.E., "Repeatable High Ground Accelerations from Earthquakes", California Geology, September, 197 4.

-oOo-

I I I

I :I: u

I

a

I

~ I I -·

(/)

0 z 0 L) w (/)

z

w :E t-

_J

w > <l: er I-

KEY:

800 -I!.-. 1!.-ll -ll - S-WAVE

1600~ P-WAVE 1

PROPAGATION VELOCITY (FT. /SEC.)

I

I I I

,,, / I

I b. I

' -- I -·

I I

0.07 &.------+- -------+---------T--- __ 1

1

II +/ I

I I

~ I I I

l

'I. . I 1'11 --- l ,ro~o / I :,/ I '

I I I "'/:

II I I I I i/ ! I

0.06

0.05 ----+------------'- ---r-- -1,,v b./ r---- , - 1 ---1

0.04&.-----i~·--------- ~t-7/' f--1 . i fi ---+---1 y I I .

ho/ t

1

·

1

. _ __....,...

,o' A , -z.ee~ ~ 0.031----~,------+b.-/ ____ 1- J_ __ - ~ ----1------

/ I ~ // I __,~ ~,

;1'((' //"' ~ (_____,__,

_oo/A / i ~ - -- ------- - --- - - ______ _,__ __ _

/ ... 10/ I

7

0.02

0.01

0 0 10 20 30 40 50 6P 70 80 90 100

' TRAVEL DISTANCE IN FEET

DOWN HOLE ,

SEISMIC SURVEY I I

BORING I

I I _, "' "' (.)

I:;,. ;z

"'f'! I;:':' I o

I I I

SEISMOMETER

SECTION

LeROY CRANDALL AND ASSOCIATES 1\-

(~

.I I I I I I: I I

Cl: I!

'

J ..,

I I

LL. 0

a: Lt.I m ~ :J z

10,000

1,000

100

10

0.1

0.01

0.001 3

290 EVENTS M ~ 4 100 Km SEARCH RADIUS

1932 - 1978

I -----r--i I

---1-----+------+-----l-----t------=l

, I I I I I

--~----+----+-------::::I I I

--- __ _.__ ____ --1--

, I I i

--1---- 1- -j \ \ I , -r------ --------t- -----

1 i

------~----+----~ \

I

4 6 7 8 9

MAGNITUDE, M

RECURRENCE CURVE

0 AIPRESENTS SINGLE EVEMT, - ANO THElllEFORE

HAI ll!N OllCOUNTID IN PREDICTION.


PLATE C-2

I I I I I I t. I

Q;

(I

I

II.I 0 ~ 1.0 rr--r-:r-'T/~::r-::::r::in--rT""'--.-1.--r-r-r1r-r-ro-rr--ro-...-,-r"'T"",...,...., tVI <! II.I ..J

..... 0. 8 1-----+----+---f'r- -T-+--+<!

C> z a::

DESIGN LI FE OF STRUCTURE IN YEARS

a 0.61----4----\1,---\--\,.--1\,,.£----+----+-----t----j 0 0

"-0

>-t:: 0.4 :::! ID <!

~ a:: 1-----l----'--+----1'~~~~~...---+------1----1 Q. 0.2 0 II.I

~

~ LL..L.....L-L~~L......L.Li-...J.......L_._j~L......L~.:::::::::;;J;;~~*=-....1..-J~ VI 0 II.I 5.0 5.5 6.0 6.5 7.0 7.5

MAGNITUDE

ESTIMATED PROBABILITY OF EARTHQUAKE OCCURRENCE

8.0 8.5

LeROY CRAN.DALL AND ASSOCIATES

PLATE C-3

-------------------TABLE C-1 (Sheet 1 of 14)

LlST OF HlSTORIC EARTHQUAKES OF MAGNITUDE 4o0 OR ------------------==-'--=~G~R·t-AfE-i'~----WTT"in 1,r· 10 o·-KM--lif't Fit-s-n· E :-=--=~-----------------

(CAL TECH DATA 19:l2-1978l

YEAR MONTH DAY HR MIN SEC L4f I TUDE LONG[TUOE a 01 STANCE DEPTH MAGNITUDE

1933" 3 11 l 54 8 33.62 N 117.97 w 4 €3 o.o 6.3 1<;33 3 11 2 4 0 33.75 N 118.08 w c 45 o.o 4.9 I ~J 3 3 I I 2 5 0 33.75 N 11 e. oa \'I c 45 o.o 4.3 1"<>3 3 3 il 2 9--0 3::>·;· 75--tJ-l 'f 8. '(j 8 w c 45 o~--o $. I 93 J 3 11 2 1 0 0 33.-15 N llfl.Od w c 45 o.o 4. (>

1933 3 I I 2 I 1 0 .Jj.75 N llfl.08 w c 45 o.o 4.4 1933 3 11 2 16 0 3.3. 7~) N llfl.Od w c 45 o.o 4. fl --1'733 3 1 I ·2--1 7-- b----3.J .<.>O - N--1 I t!. 0 O -w---E (,] ·o. o· 4;5 1 9.3 3 J I I 2 22 0 J:i. 75 N 110.03 w c 45 o.o 4.0 I <;J 3 3 11 2 27 0 33. 75 N 116.0tl w c 45 o.o 4. (>

1933 J I I 2 30 0 .J.3.743 N l!ti.08 w c 45 o.o 5, I i 93..} :i 11 "--:n 0 -:n.00-N-l ltl.OO--V. 63 o-. o 4.4 I ~.3.3 3 11 2 52 0 33 .. 75 N llH.Oo VI c 45 o.o 4.0 1933 3 11 2 ,, 7 0 33. 75 N I Hl. Otl w c 45 o.o 4.2 I <;3 3 J I I ? 58 0 33. 75 N IHl.Ocl w c '15 o.o 4.0 I 93 3 3---ri <' S<; 0 ·;i3 ~ '/5---N-l 1 fl~ os--w--- 45 o. o· I. -- .•

'. 0 l y_; J 3 I I 3 5 0 . .:.lJ. 7".i N 11t1.ou w c 45 o.o 4.2 I <;J J 3 I I 3 9 0 33. 75 N llH.OrJ ~' c 45 o.o 4.4 I 'J.J .l 3 11 3 I I 0 3.J • 7S N llEo08 Iv c 1•5 o.o ,.., • 2

l \t.JJ 3---i I ,.-3--0 JJ.75 N-1 1 !J. 0 s--w-. - ",) ·o; o r. '-"

I 93 J 3 11 3 36 0 .33 .. 75 N ltU.Ocl w c ,,~ o.o 4.0 1 \.)J .3 3 1 I 3 39 0 JJ. 15 N ll8o0tl w c 45 o.o 4,0 I <;3 .l J I I 3 47 0 33. 75 N lldo0c3 w c 1,5 o.o 4, I C<;.3 3 3 11 4 :j 6 N 118.08 w c '•5 o.o 4.7 1 9.J 3 j l I 5 10 22 Jj. 70 N 118.07 w c 50 o.o 5. 1 19J.J j 11 5 cJ--o .:; ~ 'ts--N-11 B. ou-~" c 4 o·;;-o --

l '>3 3 3 1 l 5 I 5 0 33. 75 N 118.ot.1 w c 45 o.o 4.0

NOTE: 0 IS A FACfOk RE[A I ING THE au AC rTYuFt'.P"IC.:E:NTR"AL DE I ERMINA

A= SPECIALLY l~VESTIGATED 8 = EPICENTER PROLIAELY WITHIN 5 KM, ORIGIN TIME TC hEAREST SECOND

-----------c:-·=-·EPlCLNTEH-PROBAllLY··wrYHiiC·E;·-;:_M·;-·ordGIN·-·r1;'1l:Ycr·-A-FE_W_::>U:uNtJS:---------------o = EPICtNTEH NOT KNOWN WITHIN 15 KM, RCUGH LOCATION E = EPICENTER KOUGHLY LOCATEU, ACCURACY LESS TtlAN ''C''

----------~P-=_~P~EI,. ~~l_ 111 ARY ·--------

--------··-------------·

-------------·TABLE C-1 (Sheet 2 of 14)

-------·-------------------------

YEAR MONTH OAY HR MlN SEC LATlTUOE LONGITUDE a ors TANCE DEPTH MAGNITUDE

193°3 J 11 s 10 4 :r:r;-57 N 117.98 w c cl o.o • 1933 3 11 5 21 0 33.75 N 11B.08 W C 45 O.O 4.4 l 93 3 3 11 5 24 0 33 • 75 N l HI• 0 8 W C 45 0. C 4 • 2 l9J3 3 11 5 53 o 33.75 N 11e.08 w c, ____ 45 ____ o.o ____ 4.n

------1<;s3 J l"l 5--ss---0 J3-.1:,-··-r~---11e.oti-\~ c 4S o.·o 4.-o;------1-;33 3 11 6 11 0 33.75 N lUJ,O!J W C '•5 O.O 4,4 l 9J 3 3 11 6 I B 0 33 • 75 N l 1 8 • 0 ti W C 45 0 • 0 4, 2 I 9 J 3 3 1 l <> 2 9 0 3 3 , tl 5 N 1 I H • ? 7 W C 26 0 • 0 4 • 4

------1)33 3 11 6--35 o 33;75--N--11e.oa··w 45 o;o -;·2·------1<>33 3 II 6 58 3 J3.&8 N 11Bo05 W C 53 O.O 5.5 1933 3 11 7 51 0 3J.75 N llf\,08 W C 45 o.o 4.2

______ 1933 3. __ 11 7 59 0 33,75 __ N_ltt!.Otl W C 45 O.Q 4.t ______ _ 1<;33 3 11 B---3---0 33.75 N lltl.08 W C 45 (J;o t1,5 1933 3 11 B 32 0 33,75 N 11€.08 w C 45 O.Q 4.2 1933 3 11 8 J7 o 3.3,75 N 11e.03 w c 45 o.o 4.o )933 3 11 8 54 57 ::13.70 N llH,07 W C 50 O.O 5.1

------1..;tJ.J 3---,1 9---10--·a "_jj_.1s·--N-11·e~oa-··w c- 45 a·.o 5~-i------

1'>33 3 11 9 11 o ::n.-rs N 118.08 w c 45 o.o 4,4 1933 J ll 9 26 0 33.75 N llH.08 W C 45 O.O 4.1 1933 3 11 1 0 25 0 33, -15 N I \ti, 0 8 'II C 45 0 • 0 4 • 0

------l<;J3 3 11 1-0--45 0 33.75.-N ll!l.OtfW C 115 o.o 4,o------19JJ J 11 11 o o 33.15 N 11e.os w c 45 'o.o 4.0 1 93 3 3 I 1 1 I 4 0 ~1.3 • 75 N I I & , I 3 w C 4 2 0 • 0 4 • 6 i<;JJ 3 11 11 29 0 .33. 7':; N llU.Otl W C 45 O.O 4.0

------1933---3--11 11 38 o JJ.75 N ·11e.oe w·--c 45 ·0.0---4.0 l 9J 3 3 l l 1 I 41 0 33. 75 N l I 8. O 8 W C 45 0 • 0 4 • 2 1933 3 II 11 47 0 3J,75 N 118.08 W C 45 O.O 4.-4 19J3 3 11 12 50 0 33.68 N 116.05 W C 53 O.O 4.4

------l9J.3 3--11·--13·--·5o ____ o ___ J3.73-tl-11ti.10· w--c 46. ·o.o .r.------1933 3 11 13 57 0 -33.75 N 110.08 W C 45 O.O 4.0 1933 3 11 14 25 0 33.85 N 110.27 W C 26 O.O 5.0 1'>33 3 11 14 47 0 33.73 N 118.10 W C 46 O.O 4,4

------1933·---3--11 14 57 o·---.:i3.88 N 11e.32-w c 2r-- ·a.a· 4.9--------1 <;3 3 3 1 1 15 9 0 33 • 7 J N I I b • I 0 W C 46 0 • 0 4 • 4 1'>33 3 11 15 47 0 33.75 N llB.Of3 W C 45 0.0 4.0 1933 3 11 16 53 o 33.75 N 11e.oe w c 45 o.o 4.8

------19JJ ___ 3 ____ 11 ____ 19·--44·---o-----·33,75 N·-·11&.oa w--c 45· o.o- 4.o------

1933 J 11 19 56 0 33,75 N 118.08 W C 45 O.O 4.2 l<;J3 3 11 22 0 0 33.75 N lltl.08 W C 45 O.O 4.4 1-.33 3 11 22 31 0 J3.75 N llt'-.Oi.l W C 45 o.o 4.4

·1933 ___ 3 __ 11·---22--32·---o---33.1s N -110. oa w---· 45 o. o 4. l-------1 g33 3 11 22 40 0 33.75 N 118.0tl W C 45 o.o 4.4 1933 3 11 23 s o 33.75 N 11e.08 w c 45 o.o 4.2

------- ------------------ ----------------------------------,,--~----

--- ------------·-----------------

--------YEAR MONTH DAY HR MIN SEC

l <;33 3 12 0 27 0 1933 3 12 0 34 0 IS33 .J 12 4 48 0 1 <;3 3 3 12 5 46 0 1933 3 "( 2 u 1 0-1 <;3 3 3 12 (, 16 0 193.3 3 12 ' 40 0 I <13 3 3 12 8 35 0 1 93 j J f2 1~ 2 0 1 93 3 3 12 16 51 0 1 93 3 3 12 17 38 0 1'733 3 12 18 25 0 l 93 .3 3---12 21--28 0 1<;J3 3 12 23 54 0 1~33 3 13 3 43 0

933 3 13 4 32 0 1S33 3 13 (, 17 0 1933 3 13 13 18 28 1S33 3 13 15 32 0 1933 3 I 3 19 29 0 l 933 3 14 0--36 0 l <;3 3 3 I 4 12 19 0 1933 3 14 19 I 50 193 3 3 14 22 42 0 193·3 j f5 2 8 0 1 933 3 15 4 32 0 1 <;3 3 3 15 5 40 0 1 <,3 3 3 15 l I 13 32 l 9.l .l 3 1& 14 ~6 0 1 <,jJ J 16 15 29 0 1933 3 16 15 30 0 1933 3 17 16 51 0 193.:l 3- fB 20 52--0 1 933 3 19 21 23 0 1933 3 20 13 58 0 1933 3 2 I 3 26 0 j<,3 j" j 2.l 8 ,.-6 6" l <;3 J 3 23 l 8 JI 0 1933 3 25 13 46 0 1<; J 3 . .:.l ;30 I 2 25 0 1 9.l J 3 31 10 ,. 9 6 1 933 4 I 6 42 0 1933 4 2 u 0 0 1933 4 2 15 36 0

TABLE C-1 (Sheet 3 of 14)

LATITUDE LONGITUDE

33. 75 N 118.0tl w 33. 75 N 118. 08 w 33. 75 N 110.08 w 33. 75 N 11e.08 w J3 ;-75--"f~-11-cJ ... oe ·-111 33. 70 N lltl.Otl w 3..:S. 75 N 11 e. 08 w 33.'75 N 118.013 w 33 ~ 7$-N-ll 8. Otl w 33. 75 N 11 b. 08 w .:!3. 75 N 118.08 w 33.75 N lte.08 w 33. 75 -N-·11H. oe w 33. 15 N 118.08 w 33.75 N 118.08 w 33. rs N 1 18. o e \II .33 -~-75·---N-l 18~ oa· w 33.75 N 11 e. o a w J3. 7'3 N 118.08 w 33. 75 N 118.08 w

a

c c c c c c c c <: c c c c (

c c c c c c

33 ~ 75-Ir-11e; Otl_W ____ .33. 75 N llb.08 w c 33.62 N llf:.02 w c 33. 75 N 11e.oe " c

3 ;·75·-N-ll (); Od-· 33. 75 N 118.08 w c 33.75 N ltll.013 w c :n. 62 N 1 1 e. 02 w c 3.l. 7:>-.r-1tB~0'3" w 33. 75 N lli!.Od w c 33. 7':> N 118.08 w c 3J.75 N 118.08 W c 3:.l~i'S--N-n e; OE>' 33. 75 r~ l 18. 08 I~ c 33. 75 N 118.08 w c 33.75 N 11e.os w c .33; 7:_,··-N--t·f.'3 ~ 08' w 33. 75 N 21a.oa w c 33. '15 N 1 tu. oa w c 33.75 N lUl.Otl w c 33 ~ 75-N"-11 e~ b8 w c 33. 75 N llE!.08 w c .l3. 75 N 118.08 w c ~.3..• .. ?::_i~_.!.!_6~_os _ w c

DISTANCE DEPTH MAGNITUDE

45 o.o 4.4 45 o.o 4.0 45 o.o 4.0 45 o.o 4.4 4S o ·; o 4·~-2

45 o.o 4.6 45 o.o 4.2 45 o.o 4.2 4. lY~O ~2 45 o.o 4.0 16 o.o 4.5 45 0. 0 4 • 1 4S (). 0 4··;-1 l;5 o.o 4.5 45 o.o 4. 1 45 o.o 4.7 4.5 o·~o 4·;0 45 o.o 5.3 45 o.o 4. I 45 o.o 4.2 4·5 ·o ~ 0----4-; 2 45 o.o 4.5 60 o.o 5. 1 45 o.o 4. 1 45 o;o 4. 45 o.o 4. 1 45 o.o 4.2 60 o.o 4.9 Zi5 o.o •' 45 o.o 4.2 45 o.o 4 • 1 45 o.o t+. 1

' o-;n 45 o.o 4.2 4<" _, o.o 4. l 45 o.o 4. l 4e1 o-;o • 45 o.o 4. l 45 o.o 4. l 45 o.o 4.4 45 a··~-o 4. 1 45 o.o 4.2 45 o.o 4.0 45 o.o 4.0

------'---=~--==---'==---==--===---==---'==---=-,--==--==----=='--==---"""""--=-....... ---=='--="---

YEAR MONTH DAY HR MIN SEC


LATITUDE LO~G!TUDE c DISTANCE DEPTH MAGNI TU OE

1933 5 16 20 sa 55 33.£!>-rr-rni-;-11\il c 4o o.o 4.o 1933 8 4 4 17 48 33.75 N ll<l.18 W C 40 o.o 4.0 1933 10 2 9 10 18 33.78 N 118.13 W A 40 O.O 5.4 1933 10 2 13 26 1 33.62 N 11e.02 W C 60 O.O 4.0

-------;1.,;:.u fO 2-5 7 o 4& J3.9S_N __ 11e.13-w--c0-.,.---2u ____ o.o----4.3------1933 11 13 21 28 0 33.87 N 118.20 W C 2d O.O 4.0 1933 11 20 10 32 0 33.78 N 118.13 w B 40 O.O 'l.O 1<;34 1 9 14 10 0 3'••10 N 117,68 W A l7 O.O 4.5

------1934 ·i 18- -2--14--0 34 .io -N-111. u<l -·w A 6r o .o 4-.o:------1934 1 20 21 11 o :n.62 N 110.12 w s 55 a.a 4.5 1934 4 17 Ill 33 0 33.57 N 117.98 W C 67 o.o 4.0 1934 10 17 9 38 0 33.<'3 N 118.40 W B 48 O.O 4,0

------1:',34 11 _____ 16 ___ 21 26·--o---·:i3.7:- N 11e.oo w·---H- 50 --·0.0------4.0------19:~5 6 ll ll:l 10 0 34,72 N 110.97 W B <;O O.O 4.0 1935 6 19 11 17 0 33.72 N 117.52 W B 90 Q,O 4,0 19:15 7 13 10 54 17 3«.20 N 117.90 W A 49 O.O 4,7

------1935 <J 3----b--47 o -::,-4. oS N 111; 32 w l: 1 oo---- o ;o------4;5------1935 12 25 17 15 0 33,60 N 1 U,.02 W B t;2 O.Q 4.5 l<iJl 2 23 22 20 43 34.13 N 117,3'• W 11 98 O.O 4,5 1936 2 26 9 33 28 34,14 N 117.34 W A 98 O.O 4.0

------1936- 8----22--5--21 o 3 3; 7 7 N l 1 7. a2--,;---13 t3 o. o 4, o ------1936 10 29 22 35 36 _34,JD N 118,62 W C 41 O,O 4.0 1937 l 15 18 35 47 3J,5o N llt'.06 W B 64 O.O 4,Q l<J-37 3 19 1 23 38 34.11 N 11/,1•3 w A YO O,O 4.0

------. ">37 ---7 7--.-i--·12-- 0----33, 5-, N 11 7.<Ja -w··--. -a- 67 - o .o 4 ;0------1 93 7 9 1 13 48 8 34 • 21 N 11 7. 53 W A 1:32 0 • 0 4 • 5 1937 9 I 16 35 34 34,\8 N 117.55 W A 80 O.O 4,5 1930 5 21 9 44 0 .J3.62 N I H'• 03 W B tO O.O 4.0

-------1,,:ie s 31 ·-a--3 .. ---ss 3J.70--N-t1r.sr-w e -91 o.o s;;,.,,,------1938 -r 5 I H 6 56 :l.3, 6B N 1 1 7. 55 W A 69 0 • 0 4 • 5 1938 8 6 22 0 56 33.12 ,. 117.51 w 13 <;O o.o 4.0 1c;3a __ 8 31 3 ts 14 33.70 N 113,25 t1 A Ju o.o 4.s

------1 c;.;a 11 29--r9---21---u, 33,90- N-11e.43--w---A- 10 o .o 4~0 -------1938 12 7 3 38 0 34,QO N 118.42 I• 8 7 OeO 4,0 1938 12 27 10 9 29 34,13 N ll7.S2 W 8 !J2 O.O 4.0 \939 ll 4 21 41 0 3J,77N 118.121> 8 41 O.O 4.0

------l'd9 12 zr-.-19--23--49·---33,73 ·N----11e.2o·y,----l{ o o.o 4~-r-------

1940 I 13 7 49 7 33,78 r~ 118.13 w E 40 o.o 4.0 194 0 2 8 16 :..6 17 J3 • 70 N 1l8 • C 7 W B 50 0 • 0 4 • 0 1G40 2 11 19 24 10 33,98 N 118.30 W E 13 O.O 4,0

------1940- ;,_---18--if.f-- 43---44--- J4, 03---N-l l 7, 35-1{ A ·c;7 -o; 0- 4·;4------1940 5 18 9 15 12 3'••60 N 110·90 W C 71> O.O 4,0 I <; 4 0 b 5 8 2 7 2 7 3 3 • 8 3 N 11 7 • 4 0 w 8 96 0 • 0 4 • 0

-----~•_';1<>:() ____ ] ____ 20 4 1 13 :l.3.70 __ i::i __ l_!ti~()7 __ w 13 50 o.o _____ 4 __ ._o _____ _

-----·----- ·---------------

------YEAR MONTH DAY HR MIN SEC


LATITUDc LONGITUDE a DISTANCE DEPTH MAGNITUDE

1 94 o l O 11 5 5 7 12 33. 17 N ITI, 4 5 W A 32 0. o 4. I 1940 10 12 0 24 0 33.78 N llb.42 'ii 8 31 O.O 4.0 1940 10 14 20 51 11 33.70 N 118,42 W 8 31 o.o 4,0 1940 11 l 7 25 3 33.78 N 118,42 W B 31 o.o 4.0

-------1 94 o-- 11 1 20----0--i..·6 ·33 ~ 63 -N-1 t 8~ 20--w--e 51'----o -~ 0----4~·0·------l 940 11 2 2 58 26 3J.nl N 11!!,42 \oo 8 31 O.O 4,0 1941 1 JO 1 .34 47 JJ,97 N 118.05 '.'! A :;,+ O.O t1,J 1<;41 _J 22 8 22 '•0 33o5L N l!H.10 VI 8 (,t> 0.0 4,0

------1941 :i 25 23--43--41 J4.22··N-111,4r-·w El eti o.o 4~0------

1-;41 4 11 1 20 24 33.95 N 117,58 w 8 77 O.O 4.0 1941 10 22 6 57 19 33,82 N 118,22 W A 31 O.O 4.9 1 94 1 11_ t 4 8 4 1 36 33, 7 8 N 11 e, 2 5 VI A 34 0, 0 5, 4

------1942 4 16 7--2e--33 JJ.:':11 N-11t>;1s·w- c ""eo o.6 4~-o,------

1'142 9 J 14 6 1 34,48 I~ llf!,98 YI C 71 OoO 4,5. 1942 9 4 6 34 .33 34,48 N llll.98 VI C 71 O.O 4,5

______ l<J43 4 6 22 36 24 34.6d N 119.00 W C <Jd O.O 4,0 l'J4J 10 24 0--29--21 J3.9JN ll7.J7W c Sb o.o 4~·0·~------1944 6 19 0 J 33 .B.87 N 111<.22 11 8 27 o.o 4.5 1944 6 19 3 6 7 33.81 N llb.22 W C 27 · O,O 4,4 l<J46 2 24 6 7 52 34,40 N 117.80 VI C f,7 O.O 4ol

------1S46 o 1 iT---6·--::H 34.42 N 111i.u3··w---c---·5c, ·o.o 4~1;------1948 3 1 8 12 13 ·34.17 N lll.53 W 13 81 O.O 4,7 1S48 4 16 22 26 24 34.02 N 11'1,97 W 8 53 O,O 4,7

______ l'o<4b 10 3 2 46 28 34,ld N 117.38 W A 77 O,O '"0 1950 1 fl 2·1--4i--35 ·33. 94 .N 118, 20 W A 23 ·o. 0 4; l:------1 <J50 1 24 21 56 59 34.67 N 118.83 W C ·re O.O 4.0 1950 2 26 O 6 22 .34.62 N ll<J.08 W C 88 O.O 4~7

950 _8 ___ 22. 22 47 58 34.!5 N ll'o<.35 w s ea o.o 4,2 -----~1951 9 22 a 22--J9 34-.121-1-111.34 ,, A 9s a·;o 4-;::i------

1952 2 10 1.3 50 55 -33,')A N 119, 18 W C <;O O.O 4 ,Q 19;;i2 7 22 7 44 55 34,87 N llll.~<7 W A 100 O.O 4,1 1952 8 23 10 9 7 34,52 I< l!H.20 W A 5'• O.O 5,0

------1954 10·--26 ___ 1_6--22--26 33;73 N ll/.1,7 W El <;3 0.0 4;·1~------1954 11 17 2.3 3 51 34,50 N ll'l.12 VI E 83 O,O 4,4 1955 5 15 17 3 26 3' .. 12 N 117,48 W A 85 O.O 4.0 1955 5 29 16 43 35 33.99 tJ 119.06 w 8 bl o.o 4.1

------\<,51; 1 3 o--2·s--49 33.12-i'i-rtl.so w ·cr "<JI ·o·;o 4;~-----1Y;;6 2 7 2 16 57 34.53 N 118,(4 \'/ 8 57 OoO 4o2 195t 2 7 3 16 39 34.59 N 118.tl w A f2 0.0 4.t,

--~---l 9'jt _3 __ ?$ _____ 3 ____ 32 ____ 2 ___ 33., (>0 N 11<;.10 ~I A A2 0 ,O 4 ,2 _____ _ I 95 7 3 18 I 8 56 28 J4. 12 N---1 I<,; 2 2-·v1--b 7o 0; 0 4; r 1<;60 6 2 8 2 0 0 4 8 .V• , 1 2 N 1 1 7, 4 7 W A b6 0 • 0 4 • 1 1961 10 4 2 21 32 .33.85 N 117,75 W B t4 Q,O 4.1

_______ \961 ___ 19_, __ 20_ l_?. __ _l>?, ___ 51 _____ 33,_6_5, _i'.' __ p7.99_W -~----~SJ_, O,O 4o::;3 _____ _

. -···---·--- -----·--·--------·-------

------YEAR MONTH DAY HR MIN St::C


LATITUDE LUNGlTUOE a DISTANCE OEPTH MAGNITUDE

1 961 to 20 20 7 14 33. 66 N 11 r;-9-·u.-.-,c1;r---,s.----"'5"'9-----,o--."o,------,4.-."'o,-------1 'l6 t 10 20 21 42 41 :.D.67 N 117.9CJ W 8 5tl OoO 4.0 1961 10 20 22 35 34 33.67 N 118.0l W B 56 O.O 4.1 1961 II 20 8 53 35 33.68 N 117.99 W B 57 o.o 4.0

-------of-4b3 9 24 3 :;1--1-; 33~·54-N"-fUf;-34 ~'~1 ___ ,,_0 ____ 5e o.o·------'-'.-·2;.------

19t.4 8 30 22 57 37 34.27 N llo.44 W B 24 o.o 4.0 196!: 1 1 a 4 18 34,14 N 11·r.s2 w B ez o.o 4,4 l<,65 4 15 20 8 33 .34,13 I~ 117,'13 W 8 '10 OoO 4.5

------1965 7 16 ·7--4-6--22 34; 4B_ff_I H<; 52- w Cl 4H 0 • 0 ~-o;---''-----1967 1 8 7 37 30 33.63 N 118,47 W E 4a O.O 4o0 19t>7 1 8 7 38 5 33,66N 118.41 W C 44 OoO 4.0 1967 6 lo 4 58 6 34,00 N 11·7,97 w E 40 O.O 4.1

------196<; 2 28 4 ~6--12 3,.;51-N--ll"if~Ti Iv A t;3 o~o 4,-;,3------1>69 5 !:> 16 2 10 Jt+.30 N 117,57 W 0 ~l O.O 4.4 1<:;6C, 10 27 13 lo 2 ,33,55 N 117.81 W 8 79 o.o 4,5

______ 1<:;6<; O 31 10 39 29 33,t'3 N 119.IO W 8 c;5 O.O 4,e, _____ _ ·1970 9 12 14 1·0--n 34 ;21-N--1-11;52 w A ·cs ·o;o 4;T 1<;70 <J 12 14 30 53 3'••27 N 11·r,51, w A ti3 o.o 5.4 1970 9 13 4 47 49 34.28 N 117.55 W A ez O,O 4o4 U'71 2 9 14 o 42 34.41 N llfl,40 w 8 39 o.o 6.4

------1'>71 2 9 14 1 il 34;·4r-N-llv;4o IV D 3g-- o-.o 5.-,~------1 9 7 1 2 9 1 4 l 33 3 4 • 4 l r~ 11 (J • 11 0 'ti D J 9 0 • 0 4 , 2 1 ~ 7 l 2 9 14 1 40 34 • ''1 N 1 l B, 4 v 111 C J9 0, 0 1,, I I 9 7 1 2 9 I 4 1 5 0 J '" 4 1 N I I b, 4 0 Ill 0 J9 0 • 0 4 • :S ------c .. n 2 9 14 i--;;4 :;4-;41·-w-·11H.4o·w o 39 ·o.o 4·~·;__·'>-------197 I 2 9 1.4 1 !:>9 34. 41 N 118,40 W 0 39 0 • 0 4 • I 1911 2 9 14 2 3 34,41 N 11!-l.40 W 0 39 O.O 4.! 1971 2 9 14 ~ 30 34.41 N 118.40 W 0 39 O.O 4,3

------1o;1i 2 9 14 2 31 -34;41·--,;;--111;;40-w 39 o-;o----_; •. :;-----'--19r1 2 9 14 2 44 34.41 N lliJ,40 W 0 39 OoO 5.8 1 9 7 l 2 9 1 4 3 2 5 3 4 • 4 1 N 1 1 t< • '' 0 W C 39 0 • 0 4 • 4 1 9 7 I 2 9 I 4 3 4 6 3 ''- 4 1 N 11 8, 11 0 W D J9 0 • 0 4 • 1

------197i 2 9---14---,.--- 7 '.34,4f_N_l18.40·W--·o ~9 o.o- 4·.;r·------1971 2 9 14 4 34 34,41 N 118,40 W C 39 o.o 4.2 1971 2 9 14 4 39 34.41 N 116,40 W D 39 O.O 4ol 1<;71 2 9 14 4 44 34.41 N 118.40 W D J9 O.O 4.1

------1 o;11 ;t----9--14-----4--46 ·34. 1,1··-N--11 e.1,0· w--o 9-- o .o,----~-~?------1 t; ·r 1 2 9 l 4 5 41 :i1_,,. • 4 1 N l 1 c • 4 0 \'V D 39 0 • 0 4 • 1 19fl 2 9 14 5 50 34.41 N 11a.110 W C 39 Q,Q 4.l l 'J7 l 2 9 1 4 7 I 0 3 4 • 4 l N 1 P:' • 4 0 W D 39 0 • 0 4 , 0

--·--1911-----2----9--14--r--·30----:;4;41 -N --11H.40·11--·-o ·39-·----0. 0----4. o·------1971 2 9 14 7 45 34,l>l N 111.l.40 W D 39 o.o 4,5 1<;71 2 9 14 8 4 34,111 N 110040 W 0 39 O.O 4.0 1971 2 9 14 8 7 34.41 N 118.40 \\' 0 39 o.o 4.2

------~ --------------- ···-------- - -·--- ------

----·--------------·--- -------····--·---- ------------------------

----·-- (Sheet 7 of 14)

YEAR MONTH DAY HR MIN SEC LllT ITUDE LONGITUDE a DI STANCE::: DEPTH MllGN!TUDE

------.,.1'""97 1 2 9 14 8 38 .,.-;-41N---iTB-;40-W,---ror----3..,,.,9-----,o-r:-. "o-----.,,-c-. ,,,------1971 2 9 14 8 53 34.41 N 118.40 W O 39 o.o 4.6 1971 2 9 14 10 21 34.36 N 118. 31 W H 34 o.o 4.7 J971. ___ 2 <J 14 10 28 34.41 N 11Bo40 W U 39 O.O 5.3

------1.;11 2 9 1i.--n.,--13 ___ 3";34·--N--118~ J:i-----w---c·----32----0 .0-----,.-;·1,------t 971 2 9 14 19 50 3'+.36 N llB.41 \oJ 0 33 O.O 4.0 1~71 2 9 14 34 3D 34.34 N 118.64 W C 30 0.0 4o9

______ 19·11 2 9 14 39 18 J4.39N 116.3oW C ST O.O 4o'l (c;i1 2 9 14--40--1-r 34.'•3--N--11s;40 w c 4-1 ·0;·0 4;1------1.,;11 2 9 14 43 47 34.JI N lHl.45 W 8 20 o.o 5.2 1971 2 9 15 58 21 34 •. n N l!(l.JJ W B 31 OoO 4.(J

______ 1471 2 y _ _Jq __ l'! __ .26 Jl+.46 N llM.113 W (; 44 O.O 4o2 1<;71 2 10 3 12 12 34.37·N-llll • .JO w ti ·36 o.o -4,0 _____ _ 1971 2 10 5 I> 36 3·+.1;1 N 1ltlo33 W II :::19 O.O 4.3 1971 2 10 5 18 7 34.43 N lltJ.41 W A 41 O.O 4.5

______ l\171 2 0 11 31 35 3'•.38 N 118.45 W A 36 O.O 4.;_~'------1971 2 1 O i-3--49--04 34 .40 N l l!lo42--W A 3-8 o.o 4;·3 1971 2 10 14 35 27 34,36 N 118.49 W A 34 O.o 4.2 1•;;71 2 10 17 38 55 34.40 N lltl.Jf W A 38 O.O 4.2

______ !971 2 10 18 54 42 34.45 N l!B.·•4 W A 43 O.O 4,2 l'i/l 2 21 --!,--50--53 34.40-N-lltl.44 ___ W A 3i3 O.O ,,~-7:------1971 2 21 7 15 12 .34.39 N llB.43 W A 37 0.0 4.5 l~/l 3 7 1 33 41 31.35 N llU.46 W A 33 O.O 4.S 1971 3 25 22 54 10 34.3(> N ltfl.4? W A 34 O.O 4.;~

------1911 J .:so if--s4---43· :;;.-~..io N 1u.;.,.o-w A 21 o.o ·4;1'------1.;11 3 31 14 52 23 34.2<.J N llll.51 W A 27 O.O 4.o 1971 4 I 15 3 4 Jl .. 43 N 118.41 W A 41 O.Q 4.1 1971 4 2 5 40 25 34.28 N 11~.53 W A 27 O.O 4.0

------1,n 1 4 15 11--u,---32 31,. 2t- -i'i-11 c. 5·e w o 28 o. o'----~- ·"~------1911 4 25 14 48 7 34.37 N lltl.31 W 0 35 O.O 4.0 IHI b 21 16 I 8 3't.2l N \IC.SJ W 8 26 o.o 4.:J

______ IC.71 _(> ___ 22. __ !_Q __ 4 t __ l9 .33. 7::> N 117. 48 w B 92 0.0 ____ 4.2~-----1972 7 27 o 31 17 34.-/ll N-1111.'JO-w A 92 6~ij 4.4 1<;73 2 21 14 45 57 34.06N ll<;;.03W 8 58 O.O 5.9 1974 3 9 0 54 32 34.t•O N 118.47 W C 38 O.O 4.7 1974 8 14 14 45 55 34.43 N llt-.37 W A 41 O.O 4.2

------1916 l 1 c1--20--·13 3J.90-N"--111;s<rw -,;, 48 o.o·-----:: ::;------1c;1t 4 8 15 21 38 34.35 N llE<.66 W A 40 O.O 4.<'.> 19!7 i3 12 2 19 26 3t;.38 N 116.46 W 8 36 O.O 4.5

977_ 9 24 21 28 24 34.46 I< \ltJ.41 W C 44 O.Q 4.2 -----~1.-,re 5·--23 -9---16--51 33~9c·N-119;11 w c: ·13 o.o ;u------

1<>18 8 11 0 47 30 34.16 N 117.44 W B 89 O.O 4.0

- - - - -* * * * SEARCH 0 F

AOc-80099


EARTHQU4KE

* * *

JEl)AMIST CORPORATION

0 A T A

•••••••••• 34006 N

f- l L E 1 * * * *

118. 40 w COORDINATES OF SITE

----------------~O l_?_:f_>\~CE_E_~t{__2_E_c.!_8_E_E •-'•~·~·-'·-~l~l O. 9 K.\1-N 92~_4 K ~·_-_W~------------------MAGNlTUUE LIMITS ••••••••••••••••••••• 4.0 - 8.5

1932 1 <;78 --------------------SEARCH RADIUS (K~) ••••••••••••••••••••••• 100

NUMBER OF YEARS OF DATA •••••••••••••••••• 47 -------0--------------· " ---·-· -- . __ .. ·----- . ----·-··--- ---·- .......... ------------·-------- -------------------NU~BER OF EARTHQUAKES IN FILE •••••••••••• 2578

--------------------'-NU 1-18 E_R OF E .!\RT HQ U A KE 5 1 N ARE A • • • •::..::•_;•:...c.•co•cc•::..::•co•c.•=----'2::.9'-0~--------------------

* * *

* * * * * L E R 0 Y CRANDALL A N 0 A S S· 0 C I A T E S * * * * * L 0 S A N G E L E S

- -

s !TE:

. TABLE C-1 (Sheet 9 of 14)

* * *

ADE 80099 JEDAMIS1 CORPORATION

COORDINATES OF SITE •••••••••• 34 .06 N 118.40 w

0 I ST A l'<C E PER Cl E G Rii'=E_.._::•_,•"•"--'•'-'•'---1"-"1-'0'-'."--'9'-'K"'-M'---N'-'---'9'-'2=•-4'-.:.;K:..:M_:_-_.:_W'---------------:------

MAGNITUDE LIMITS

------~----------T'--"E'IPU_RAL L IM ITS

••••••••••••••••••••• 6.0 - a·.s ••••••••••••••. ;•:...:•.:•:..:•:...:•..::•'--'1:....::9.:;0:.:li:.:.__-'1_9~;3"-'.1 ___________________ _

SEARCH RADIUS (KM) ••••••••••••••••••••••• 100

--------------------'-N~t.J M El E:R OF y S.~R s OF DA T.~A;__;•~•;•...;•:...::•_;•'-"'-""...;•:...:.• c;_•...;•:...:.•_;_•_;•:..c;_•_;•c_•"----'2=6'-----------------------

NUM,BER OF EAkniQUAKES IN FILE • ••• • ••• ••• • 35

----------.....,.---------'N=U_,_M_,_,O=EcoR.;_.=Uc:F--=E ART H 0 U A KE S I ~N'---'-'A:.:R.::E=.;.A:__:•c.•::...::•..::•:...•:...::•_;•:...:.•.;:•'-•:...::•..::•;_ ___ _;O:.._ ______ _, __________ _;:..._

* * *

* * * * * L E R 0 Y CRANDALL A N 0 A S S 0 C I A T E S * * * * *

-----·--------·----

--------- TABLE C-1 (Sheet 10 of 14)

-------------------------------~----------

_________________ _,,L,_,I,_,s"-r _OF l-_l_!_STOB_I_<:_i::A._RTl-_IQUAKES OF MAGNITUDE 7.0 OR GREATER WITHIN 100 K-M--OF-TiTE-s(-(E,-=--~~-----------------

(NDAA/CDMG DATA 1812-1905)

YEAR MONTH DAY HR MIN SEC LATITUDE LONGITUDE a DISTllNCE DEPTH MAGNITUDE

l 890 2 9 4 6 0 34.00 N 117.50 W D €3 o.o 7.0

- - - - -

SITE:

- - -

ADE-80099

COORDINATES OF SITE

DISTANCE PER JEGREE


* * *

•••••••••• .34o06 N

••••• 110.9 KM-N

118.40 w 92o4 KM-W

MAGNITUDE LIMITS .............. " ..... . 1.0 - e.s

SEARCH RAO I US (KM). ••••••••••••••••••••••• 100

NUMUER OF YEARS OF DATA •••••••••••••••••• 94 ----------NUMOER OF EARTHQUAKES IN FILE •••••••••••• 9

NUMBER OF EARTHQUAKES IN Af'EA •••••••••••• 1

* * *

* * * * * L E R 0 Y CRANDALL A N D ASSOCIATES

L 0 S ~-------------------------~

. -

* * * * *

- - - - - - - - - -By,{f..-1-!!!!!!!!!!..--'!!!!!!!!l'--'-'-...J-L....-_L-__ .__ __ ..__ __ .__ (Sheet 12 of 14)

-------*-*-* * * SUMMARY 0 F . E A R T H Q ~u~_A_K~E~ __ s_E_A_R_C __ H ____ ._*_* __ *_* ______ _

* * *

NUMOER CJF H!STOfHC EAIHHOUilKES ~!THIN !00 KM llADIUS CF 51 IE

MAGNI TOCE RANGE NUM •

206

4 .s 5 .o 61

16 ______________________ ?.O - s.s'------------=--"---------------------~

s.s - 6.0

6.5 - 7.0

--------------~7 .!.Q _ _::;_ __ !,!.~ .. ~ 1.s - a.o

----------------------------

* * *

5

2

0

I

0

0

-------'-*---'-* * * _!_ ___ L___g__R 0 Y C R A N 0 A L L A N D A S S C C I A T E S:__ __ *--*-*--*-*----------L C S A N G E L' E S

-* * * *

* * * * *

C 0 M P U T A T 1 D N 0 F

L 0 G

BIN MAGNITUDE

1 4.00

2 4. 5o

3 5.00

4 5. 50

5 6.00

6 6.-so

7 7.00

8 .s· 9 e.oo


N = A B M

RANGE

4.00 - e. 50

4 • s-o--u-;-s o

o.oo 8.50

5.50 8.50

6.00 e.5o

6 ;-5() e.50

7.00 8.50

-;·5·0--.::-9-;-5

a.oo - 8.50

C u R V E

NU/Y N

6.16

r:ra .480

• 140

.334E-01

• $99E': 02 NU

.599E-02 NU

.u-• 0

B = 006839 (NORMALIZED)

* * * *

A = lo705 A = 5.315 B =· l ol2.~7~3'----~S=-=-1G.::.;_M~A-'-=---•~?.~.~6~0~E~--0::...:.1 ________________ _

L E R 0 Y CRANDALL A N D A S S 0 C 1 A T E S * * * * * L 0 S A N G E L E S

-----------TABLE C-1 (Sheet 14 of 14)

* * * * * C 0 M P U T A T I U N 0 F

CONSTANT A R E A

* * *

TABLE OF OES IGN MAGNITUDES

RISK RETURN PERIOD (YEARS) DESIGN MAGNITUDE

o. 01 •• o.os •• 0.10 • • 0.20 •• 0'";36 • • o.so •• 0.70 • • 0.90 ••

25

2487

487

237

112

70

36

20

10

50

974

224

72

41

21

6E:~n GNL!Fl!(YE-fi.RS-i 75 100 25 50

1462

336

l 013

62

32

• • 1949 •• 7.09 1 • ..35

448 • • 6.53

144 • • 6.09 6.36

83 •• ~l:ffi--e.rs

43 • • 5.63 5.90

75

7.50

6095

6.52

* * * * *

100

7.60

7.06

6.63

6.17

------·------------··--· ------····--··· MMIN = 4o00 MU = 6039

* * * * * L E I{ 0 Y CRANDALL

MMAX = a.so BETA = 2o59b

* * *

A N D A S S 0 C t A T E S * • * * *

division of mines and geology san francisco district office · 1980-05-29 · division of mines and...

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