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
Gr0001:39
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 ·-·-· . ~·· ,. ' .. ,
.... ~
~U'_t2.,.c.~~ Glenn A. Brown,· C.E.G. 3 Director of Geological Services
I 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 WHITWORTH DRIVE
LOS ANGELES, CALIFORNIA
FOR
THE JEDAMIST CORPORATION
(OUR JOB NO. ADE-80099) .
[4_4_,lji ·,,,_~..--' ..I
[;:'la
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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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I I I I I I I I I I I I I I I I I I I
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.
I I I I I I I I I I I I I I I I I I I
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.
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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.
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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.~·~ [~·;;:;,,,.
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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! ..... - ·-···~
~·
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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 I I I I I I I 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
•
'
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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 I I I I I I I 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
I I I I I I I I I I I I I I I I I I I
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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=3 I PROPOSED , BUILDING ~ ...
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TRENCH
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\I I< FOR BORING ELEVS:
~ ~· ' [LEV. s 195.11
BEVERLY
REFERENCE: SURVEY ( DATED 12 - 16 - 78) BY
PSOMAS S ASSOCIATES
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&(f.,,.f ~ ~
••·'I u ... •I• •••• N••1• u••
O<Of• ::i,_-..( S~ . ..... -·- ............................... . l&Of•C.OD •0••41•0 .. 4...C4VOLS "IJ•••t:l •"O•i~~
···-~· •f..,Jf.I U"(I." &•I) ....... o.rl ........ . ~l·t•~u .. t Ol•:$>TS"I . ....... ·- '""' ................................. ~ ...... . ... '··· ................. . ''"" •t~•o •••••••O .. l>•Cc'1.._I "1.• ••••• , <~•'-~"''"•'[. •-O-•f o- ·uve:.vt •¢••ull(;.o! t ••-I•• ... ,.,.._,..,,.._ .. ••h ....... _. ... , ,._,_ "°''· ·- ,, ..
-""1"-•''l''•'·••fo S•• •1e>•o •o•,.•••O., .. .,O•O••tO •c• .. a•.g"
................. ,, ,_ .............. -11. , ........ . .... (••· ••{0 ,_.., ... , ...
........... ,.,, ••• c,u .... ,_" ..... ;. -·-
•1•1110 •C•••"(IOI .............. 0 ....... , ....... ·--····-
"-··~· ... I\•••• •o,.·~• •ou• t• ,.,,
•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<I ,·,p.,ri;,~~tC (!>: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 !
LeROY CRANDALL AND ASSOCIATES
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 <I> ~ c: ->. +-u 0
~ 0
"'O ::I <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
••
I I I I I I I I I I I I I I I I I I I
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-
< u ~~ 190 uo w-
:~ 1 1-
w !i u ~ 185
>"' ..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
LeROY CRANDALL ANO ASSOCIATES
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 <I z
"45 0 <I z <f) <I z za o-- I-
~5 155 -uo
0-' -'
<r
"'"' z:c "50
-1-gs 0
ID I- I <I I
~~ 1150 -uo w- ... 55 Q. ~ "'0
w~ :cu I-
w tu ~ 145 ->- <r
-' => ... 60 ~~ =>
"' "' w ::;~ I Q. '
~~' ;::: 140 -
~<I ..,1- 1-65 <rz w \); I
I :c ~ I
z Q.
J ~w 0 <r :x:w
135 V> ID
"'0 L 10 ~I-;:o I c"' ~!z I u~ w<r
130 -u<I <I~ u. ... 75 Q: 5 iilz ID <ll => -"' 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
LeROY CRANDALL ANO ASSOCIATES
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
LeROY CRANDALL ANO ASSOCIATES
PLATE A-l.2a
I I I
• 0
I _ri it
M' w
l
I I I
i-0 60 . <I z 0 <I -45 z <J)
"'z zO o-- I-
58 0 ..J
155 • ..J a: . so "'w
Z:I: -1-~o CD I-
"' u - "' "::z uO 150 -w-Cl. t: 55 "'0
w~ :I: u ....
w !;i u
it ,_a: ..J:> 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 Ua: ..,a: u"' "''ll: 130 u.
~~ - 75
CD tll ::> -
"' 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
LeROY CRANDALL AND ASSOCIATES
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,
<I z .90 -zO g;: !:i :3 uO Q..J ..J
11.~ 116
I ,.,,J,,o
11 1~· ~·
er <.!) UJ Zr
-10 1/, '~' ir;,.........-1 ~ ~L § t; .as -
ID>-<I
u
~~ uo1 )>' 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
SILTY SAND - fine, light brown
!;! iS (CONTINUED ON FOLLOWING PLATE) ... ~ '' UJ
~ LOG OF BORING
LeROY CRANDALL AND ASSOCIATES
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
LeROY CRANDALL AND ASSOCIATES
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
LeROY CRANDALL ANO ASSOCIATES
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
SILTY SAND - fine, light brown
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
LeROY CRANDALL AND ASSOCIATES
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
"'
I I I I I I I I I I I I I I I I I I I
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.
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I I
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·
I I I I I I I I I I I 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
I I I I I I I I I I I I 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
I I I I I I I I I I I I 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.
I I I I I I I I I I I I I I I I I I I
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
I I I I I I I I I I I I I I I I I I 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.·
I I I I I I I I I I I I I I I I I I I
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.
LeROY CRANDALL AND ASSOCIATES
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 <i 3:i ~ 75--N--ll c; o d. w c 45 0 ~ c5 4 • t~ I 9J:S 3 11 4 .39 0 .3J .. 75 N 1 Hl. oa w c 45 o.o 4.9 1 ~..),::) 3 11 4 40 0 33. 7~> 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
TABLE C-1 (Sheet 4 of 14)
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
TABLE C-1 (Sheet 5 of 14)
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
TABLE C-1 (Sheet 6 of 14)
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
TABLE C-1 (Sheet 8 of 14)
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
TABLE C-1 (Sheet 11 of 14)
* * *
•••••••••• .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
TABLE C-1 (Sheet 13 of 14)
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 * • * * *