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Summary of 811119 Meeting W/Util,Sargent & Lundy,Weston Geophysical & Harding Lawson Associates Re Activities in Seismic Design Area.List of Attendees & Handouts Encl
	ML20011B152
Person / Time
Site:	Clinton
Issue date:	11/24/1981
From:	Williams J; Office of Nuclear Reactor Regulation
To:	John Miller; Office of Nuclear Reactor Regulation
References
	NUDOCS 8112040290
	Download: ML20011B152 (96)
	v • d • e

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NOV 2 41381

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Docket t'o.:

50-461 j

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!1E"0RAf'DU't FOR:

J. R. Miller, Chief gg Standardization & Special Projects Branch p

Division of Licensing rROM:

J. H. Williams, Project Manager M

Og0 p ;c Standardization & Special Projects Branch g

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Division of Licensing -

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SUBJECT:

SUW.ARY OF SEISMIC MEETING UITH APPLICANT AND HIS\\g g

CONSULTANTS ON NOVEMBER 19, 1981

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A meeting was held with-Illinois Power Company (IPC), Sargent & Lundy, Weston 1

Geophysical, and Harding Lawson Associates to review and discuss activities l

4 by the applicant in the seismic design area. The attendees are listed in Enclosure A.

A plan was presented with the purpose of demonstrating that the seismic hazard at the Clinton site is the same as elsew!'ern in the central-stable region. Also, an approach was presented to answer SEB's concerns on soil-structure interaction analysis. Enclosure B is the slides used by the consultants in the presentation.

After a short caucus, Mr. Jackson summarized GSB's views on the werk plan I

as follows:

i j

1.

The work plan was not defined in enough detail for acceptance, i

j Based upon the information presented,-it was doubtful that a study completed in January would be acceptable, l

2.

GSB will use a 5.8 earthquake with Reg. Guides 1.60 spectrum in j

the SER.

3.

GS3 can not advise the applicant which approach to take.

t I

ORIGINAL SIGM'D BYt i

j J. H. Williams, Project Manager i

8112040290 811124 Standardization & Special PDR ADOCK 0500 1

Projects Branch

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A P

Division of Licensing

Enclosures:

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j As Stated DL: SSP 9

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j OFFICE )

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l MEETING NOTICE DISTRIBUTION

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NRC PDR I&E Region II Local PDR I&E Region III SSPB Rdg.

I&E Region IV TERA I&E Region V NSIC NRC Participants TIC Project Manager E. Case D. Eisenhut/R. Purple.

Service List:

Clinton T. Novak H. llilliams S. Varga R. Jackson T. Ippolito D. Jeng R. A. Clark N. Chokshi J. Stolz F. Schauer R. Tedesco I. Alterman e

G. Giese-Koch B. Youngblood L. Reiter A. Schwencer F. Miraglia E. Adensam G. Lainas D. Crutchfield B. Russell J. Olshinski R. Vollmer R. Mattson S. Hanauer T. Murley J. Knight W. Johnston D. Huller P. Check W. Kreger L. Rubenstein F. Schroeder M. Ernst ACRS (16)

I&E (3)

OSD (7)

DELD J. LeDoux p

V. Moore B. Grimes

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l MEETING NOVEMBER 19, 1981 i

NAME ORGANIZATION 4

DL/SSPB J. H. Williams-R. E. Jackson GSB D. C. Jeng SEB N. C. Chokshi SEB F. P. Schauer SEB J. D. Geier Illinois Power Co.

R. J. Hol t Weston Geophysical Gabriel LeSlave Weston Geophysical P. K. Agrawal S&L G. C. Klimkiewicz Weston Geophysical George E. Heim Harding Lawson Assoc.

Edward M. Levine Weston Geophysical

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Janet C. Johnston Weston Geophysical R. C. Heider Sargent & Lundy Ina B. Alterman GSB G. Giese-Koch GSB L. Reiter GSB t

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e liOV 1 8 1931 Io e-s-=a

4 DIMFU 1

DIMFU (Dynamic Impedance Functions) computes the dynamic impedance functions for a rigid circular foundation placed on'a layered viscoelastic half-space using Luco's (1) method.

These impedance functions can be computed at any desired frequency.

l Input consists of the radius of the rigid foundation, the thickness of the soil layers and their elastic properties, and the frequency range in which the impedance functions are required.

4 s

Output includes the impedance functions, a file containing impedance functions which can be used as input to the DYNAS program, and plots of the impedance functions.

K 1

To validate the program, the impedance functions Kyy, Cyy, MM' MM' K

and C were obtained by DIMFU for the two example problems for HH HH which impedance functions were presented in the original paper by Luco (1).

In the first example, a soil medium of uniform viscoelastic half-space with volgt-type damping was considered.

The impedance functions for a = 1 and 4 are obtained.

These impedance functions o

are shown in Figure 1 for rocking, Figure 2 for horizontal, and Figure 3 for vertical vibrations for o = 1/3 and a'/a = 0.3, where a'/a is the relative viscosity coefficient of the medium.

The impedance functions obtained by DIMFU compare well with those obtained by Luco (1) and Veletsos and Vebric (2).

NOV i t ira II 1

"N h-4

In the second validation example, a hysteretically damped soil medium consisting of a viscoelastic layer of thickness t (=150 f t. )

y (mass density) and (y (hysterestic damping and properties S1, o

,p constant), resting on a viscoelastic half-space with properties 8'02' P 2 and (2 was considered.

The radius of the rigid disc is a 2

(=50 f t).

The impedance functions are obtained for a

= 1 and 5 for a

B

= 0.8p2' # 1 2'

1 " "2 = 0.25; (7 (2 = 0.05; t/a = 3.

=

= 0.85 y

These impedance functions are shown in Figure 4 for rocking', Figure 5 for horizontal, and Figure 6 for vertical vibrations.

The results obtained from DIMPU comparc well with those obtaine'd by Luco (1).

Based on these two examples, it can be concluded that DIMFU correctly computes soil impedance functions.

J t

o O

S 9

0 NOV I 8 01 12.

2

1 n

S',

t

~

a

.s I

4 1.0 s

N'a I

t i

N a s

4 4

4 a

i N

J N

0.0 y

s

VELETSOS 8 VEBRIC N

]

2 g

a.

LUCO 2

N X Dneu x

s

-1.0 a

l

\\

N

\\

-20 O

2 4

6 8

10 l

I.O

- r

.8

-E-1

- f"" '

- s

.6 s

ra 2

-a A

o

",.d

.a..

s

~

.2 O

i 2

4 6

8 10

'4

-Figure 1

is Bocking Impedance Function For Viscoelastic Half-Space (Voigt Model)

NDV 18131 DIMFU vs. Ref. 1& 2 G

3 O

9 at A 1.0

-.N' a s

s.

s a

i s

A s

t.

e 0.0

\\

4

\\

VELETSOS 6 VEBRIC R

1 A

LUCO

/

X o I""

_i.0 s

\\

g

\\ a

-10 O

2 4

6 8

10 l.4

,- 'a l.2

- s

-a 1.0

- -_a gaAN

~

I g

o 0.8 0.6 i

f i

0 0

2 4

6 8

10 O,

Figure 2 Horizontal impendence function for a viscoelastic half-opaco (Voight modol)

-DIMFU vs. Refs. 1&2 1

w 4

il6V 181:31 g9 m

s

9 R

1 n

d t

i L

' l.0 s

(

/.'

s 4

\\a

\\

0.0 N

VELETSOS a VdBRIC

=

I

\\

4 LUCO a

\\

DIMPU

- 1. 0

\\

i

.g s

\\

r.

f I

f f

O 2

4 6

8

'lO 1.4 si

. /

st

f.2

.;a' e

1.0 O

08 m.

06

-f i.

i t

t f

f I

f f

?

f I

O 2

4 6

8 10 Figure 3 Vertical impendance function for a viscoelastic half-npace (Voigt modol)

-DIMFU vs. Rofs. 1&2 NOV 1 3 Da 15-5 e

e 4

8 O

h% we

-.w-9 '

s

l l

I i

i

~

l.5 0.8 s

1.0

-- -- L UC0 X DInru

\\

l 0.6 3

s i

2 0.5 x--___

2 2

I l

204 d

,_y o

1

\\

OO

. 8, r

o.g

(

1

=

-0.5 O

0 2

4 6

- 8 0

2 4

6 8'

o 1

Figure 4

i Ibcking Impedance Function For A Layered Hysterica Hy Damped Medium

- DIMFU vs. Luco e

e e

I e

p ggy183 Q

16 6

s.

r-

- ~ _ _

n c'

't.

h

(

s i

g, 4

4 w

a.o I0-LUC 0 X

DIMFU J

i 1.5

x, f'.

.,_,...g......s...,

x eo x

-)c.,

z o.s 8

' ' ' ' ^

v y..,,

o.5

(

o.o 0.2 i

o 2

4 6

e o

2 4

6 a

i L

a w

o Figure 5 Horizontal Impedance Function For A Layered Hysterically Damped Medium DIMFU vs. Luco me.

O e

e C

un m IT G

7

=

e 2

1 0

1 R

4 A

i s.

t

(

4 4

2.0 -

4 2D LUC 0 X

oxy.Fu 4

i.s i

,i x

u a

m i

i s

j

'X.

f,,....*'.e-..-'

,s y

o

~

1

'.-..a*

's..,;

s g/

ts. e 1

0.0 O.s

. s.o o

0 1

4 6

8 0

2 4

6 8

i m.

a.

Figure. 6 1

Vertical Impedance Fu6ction For A Layered Damped Medium

-DIMFU vs. Luco

~

.d

.lggy t 8 G 5

g 8

e

-es. m w e.

y

REFERENCES 1.

J. E. Luco, " Vibration of a Rigid Disc on a Layered Viscoelastic Medium," Nuclear Engineering and Design, No. 35, 1976, pp. 3'25-340.

2.

A. S. Veletsos and B. Vebric " Vibration of Viscoelastic Foundations," Report 18, Department of Civil Engineering, Rice University, Houston, Texas, April 1973.

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) o,3 7i-gy 18 cl ST

CLINTON SITE SPECIFIC RESPONSE SPECTRA MEETING AGENDA November 19, 1981 Presentation by 1.0 PURPOSE E. Levine a.

Review of Work in Progress to define SSRS b.

Interaction with NRC to shape further studies 2.0 HISTORIC SEISMIC EXPOSURE G.

Klimkiewicz a.

Earthquake Data Base b.

Near Seismic Sources c.

Distant Seismic Sources 3.0 SEISMIC HAZARD ANALYSIS G. Klimkiewicz a.

Source Models b.

Attenuation Models c.

Sites to be Evaluated for Relative Hazard Assessment 4.0 SITE SPECIFIC RESPONSE SPECTRA E. Levine/

G.

Klimkiewicz a.

Site Foundation Characteristics b.

Strong Motion Site Characteristics c.

Proposed Accelerogram Records for SSRS i

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Figure 19.
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0 1204 OTTO W. NUTTU j
1 Scioto Ga:ctie of Chillicothe, O., the Colwnbus (Ga.) Enquircr, the Sacannah (Ga.) Daily i.i Republican, the.4 sher die (N.C.) Stessenger, the Charleston (S.C.) Courier, the Southern Chronicle of Columbia, S.C., the Daily NationalIntelligenccr of Washington, D.C., the Daily Picatune of Nes Orleans. La. and the New York (N. Y.) Daily Tnbune.
The epicenter is placed at apprcximately 35.5"N,90.5'W at the center of the intensity g
Vll isoseism. It also is compatible with the observations that at Memphis the shocks g
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appeared to come from the northwest (jfemphis American Eagle of January 6. IS43) and at llelena, Arkansas, where some chimneys were thrown down, the shock "would appear to hase been sescrer abose[to the north of]Ilelena than in any place yet heard from"(New Orleans Daily Picayune of January 19, 1843 quoting an " Arkansas journal"). The epicenter gisen in Earthquake History of the UnitedStates (Colfman and von llake,1973) is 35.2"N,90.0'W, which corresponds to the site of Memphis.
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s 1
f MAGNITUDE-RECURRENCE RELATION FOR MISSISSlPPI VALLEY EARTiiQUAKEs 1205 l
t rah (G.i.) Da>Ii
(
.o reports are available from what appears to have been the immediate epicentral r, the Southern
. which was lightly populated at the time of the earthquake. Maximum intensity there ll
~~ton, D C., the g~~
. ably would have been VIII or slightly greater. Chimneys were reported thrown down
}
"" c-
)
.hlis Point, Tennessee, which likely would correspond to intensity Vill at that point.
of the intensit)
{
he body-wase magnitude is estimated to be 6.0 on the basis of the intensity sersus shn the shocks j
ince relation. Heinrich (1941) reported that the earthquake was felt as far away as l
idence, Rhode Island, at a distance of 1,400 km. Taking the felt area to be a circle of 86 85 87 86 85 i,
i 92W 91 90 89 88 -
i i
I i
i
~
i i
i ILLINOIS t
1,.
J INDI AN A il A N A 3
t 1
i 3-
~~.--.4'~~.
i
' \\V,'
N
/-V
~
i a 45
's 40-i 4-5
's g
4-5
'g l
4-v ',,,,,, v i
2 4.5, #
5
\\
39-e
,#' - 7,Y
,s 6
e
?
e~5-6 s Go V
'5 'q,,,jo' j
4 5-6 e
i 3g_
,,/
4-5 1
1 TUCKY 4'
,~
OCT. 8,1857-lE 9,1838 -.
37-38.7 N, 8 9.2 W
.SN,89W MISSOURI mb = 5.7 100km mb=5.4 36 110. 4b. Isosenm I map for the carthquake of Octot cr 8.1857. The erwenter is taken to be near the center of the VI isoscism.
this radius, and u ing the formula of Nuttii and Zollweg (1974) relating m, and felt area.
ny 6,1M3) and the calculated m, is 6.1.
,,w ould appear ard from"(Ncw
- ### u/ua e of ugust 17, 1865. Intensity information was obtained from accounts gnen in the Missouri Democrat (St. Louis, Mo.), the St. Louis (Mo.) Daily Press, the Journal',). The cago (ll/.) Tribune, the Dailf Picayune (New Orleans, La.), the National Daily on Hake,1973)
Inicl/igencer (Washington, D.C.) and the New }'ork (N. )'.) Times. The earthquake was felt strongly from St. Louis on the north to Grenada, Mississippi on the south, a distance
42 iT 4:
58 sto l
30 29 A
23
,,,,o g
35 6
34 h
36 S
--r4o h
b
--roo 63 45 S
E 8"
4..
ioim adoo 450o Ai\\
A e oo 5'""
X g.
A*
2i-g 43 h h
h 2
4s*
--iso 26" h$
6\\
--iro a
g@
se-A
--so h
69 M
44 h
46 47 2 -40 20 y
X - AXIS
=
Vs OF FOUNDATION LAYER (FT/SEC)
THICKNESS OF LOW-VELOCITY LAYER Y - AXIS
= DEPTH TO SIGNIFICANT IMPEDANCE CONTRAST OVER FOUNDATION LAYER NEAR SURFACE INFORMATION ONLY ; VELOCITY O = 2'-iO' O = 20' - 40'
=
STRUCTURE AT DEPTH NOT AVAILABLE.
/'\\ iio'- 20'_
= 40' - 80'
= ROCK SITE
___-___-_ - _ _x -. _ _ -
TABLE 1 STRONG MOTION SITES 1
Re f. No.
1 Bu ia l
l 2
Cal. Tech - Old Seismic Lab - Pasadena 3
Carroll College l
4 Cedar Springs - Allen Ranch 5
Cedar Springs Dam Pump House 6
Cholame - Shandon No. 2 7
Cholame - Shandon No. 5 8
Cholame - Shandon No. 8 9
Cholame - Shandon No. 12 10 Colton - So. Calif. Edison Bldg.
11 EBH 12 El Centro 13 Esso Refinery 14 Eureka - Federal Bldg.
15 Ferndale 16 Forgaria - Cornino 17 Gavilan College, Gilroy 18 Gilroy Ar ray, No.1 19 Gilroy Array, No. 2 20 Golden Gate Park 21 Griffith Observatory 22 Federal Bldg., Helena 23 Highway Test Lab, Olympia, Wash'.
-l
s TABLE 1 (Con t 'd )
STRONG MOTION SITES I
l Re f. No.
24 Hollister 25 Hollywood Storage Bldg.
26 Lake Hughes Array - Station 4
~
27 Lake Hughes Array - Station 9 28 1900-1901 Av. of the Stars 29 L. A. Chamber of Commerce 30 Figueroa St.
31 L.A.
Subway Terminal 32 3838 Lankershim Blvd.
33 4867 Sunset Blvd.
34 14 724 Ventura Blvd.
35 15250 Ventura Blvd.
36 15910 Ventura Blvd.
37 Maiano 38 Melendy Ranch 39 Oakland City Hall 40 Old Ridge Route, Castaic 41 Oroville CDMG-l' 42 Oroville CDMG-2 43 Oroville CDMG-5 44 Oroville DNR, CDMG-6, CDMG-8 45 Oroville Dam, Oroville Seismogr'aph 46 Oroville DJR~
TABLE 1 (Cont ' d )
STRONG MOTION SITES Ref. No.
47 Oroville Medical Center 48 Oroville CDMG-7 49 Oso Pumping Station 50 Palos Verdes 51 Petrolia, Cape Mendocino 52 Pe trolia, General Store 53 Port Hueneme 54 Public Utilities Bldg., Long Beach 55 San Bernadino Hall of Records 56 San Luis Obispo 57 San Juan Bautista 58 San Jose Bank of America 59 San Rocco 60 County Cour thouse, Santa Barbara 61 Santa Felicia Dam 62 Seattle Federal Office Bldg.
63 Somplago D.
64 So. Pacific Bldg. S.F.
65 Alexander Bldg.
S.F.
l 66 State Bldg. S. F.
I 67 Ta rcento 68 Temblor 69 Tolmezzo b
i l
1.
TABLE 1 (Cont ' d )
STRONG MOTION SITES Ref. No.
70 Vernon - Central Manufacturing District 71 Wrightwood 4
e e
VELOCITY FT/SEC 500 1000 1500 2000 3000 4000 5000 6000 0-s'-
\\\\-TARCENTO
/
40-80-120-w bJ g
160-1 Q.
o 200-COMPARISON OF
~
24 0-SHEAR WAVE VELOCITY COLUMNS TARCENTO VS CLINTON SITE 280 -
320
O VELOCITY FT/SEC y
000 15,00 2000 y
4000 5000 60,00 O --
f l
p 4
I l
I-----
40-
!h WRIGHTWOOD 80-120-Ow
[
160-1 8
200 -
COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS 6074 PARK DR. WRIGHTWOOD VS CLINTON SITE 280-320 i
VEL CITY FT/SEC 500 1000 1500 2000 3000 4000 5000 6000 0
i
/
I I
40-I 80-l 1
120-l' 1
I I
l-VERN ON
_r I
y
16 0 -
I g
Is Q.
8 I
I 200 -
1 I
i l
COMPARISON OF l
24 0-SHEAR WAVE VELOCITY COLUMNS VERNON M
VS CLINTON SITE 280-320
e e
VELOCITY FT/SEC 500 1000 1500 2000 3000 4000 5000 6000 0
i I -OROVILLE CDMG-7 s
O i
40-80-120-m Ld 160 -
w I
Q.
8 200-COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS OROVILLE CDMG-7 VS CLINTON SITE 280-320 l
VELOCIT Y FT/SEC 500 1000 1500 2000 3000 400'O
~~5000 6000 1~~
1 1
I t
i 1
O-7 l
/?M x\\
\\
40-
\\
1
\\
\\
t i
80-3838LANKERSHIM BLVD.
I I
i 120-l 1
I I
C
/
/
y 16 0 -
f
~
/
I I
I o
l 200 -
N N
/'N COMPARISON' OF 24O-SHEAR WAVE VELOCITY COLUMNS 3838 LANKERSHIM BLVD.
vS l
CLINTON SITE i
280-If 320 l
e
G 9
f VELOCITY FT/SEC y
COO 15,0 0 2000 3000 4@
50,00 60,00 I-2,------ -,
I I
40-I I
i i
l i
I 00-l 1
1 I
COLTON SCE/l I
120-1 I
I r
I w
g iso-l 1
I i
m O
I 200 -
l 1
v COMPARISON OF 24 0-SHEAR WAVE VELOCITY COLUMNS COLTON SCE VS CLINTON SITE
~
280-320
VELOCITY FT/SEC y
000 I p 2000 3000 4000 5000 6000 i
0 f f/
OROVILLE DAM 40-l l
80-120-sw W
160-z 8
200 -
COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS OROVILLE DAM SEISMOGRAPH STATION VS CLINTON SITE 280-i i
320 9
VELOCIT Y FT/SEC y
000 15,00 2000 y
4M 5000 60,00 O
l f
l N SAN BERNARDINO HALL OF RECORDS 40-80-120-S wy 160 -
x 8
200-
@ SAN BERNARDINO HALL OF RECORDS if COMPARISON OF 24 0-SHEAR WAVE VELOCITY COLUMNS SAN BERNARDINO HALL OF RECORDS vS CLINTON SITE 280-320
e o
e VELOCIT Y FT/SEC I
500 000 1500 2000 3000 4000 5000 6000 I
i 1
1 i
f I
O-u - f.
I l
i I
l 40-1 l __ _ _ _ _ __ __ q l
\\1 80-PORT HUENEME
___________./
I I
i20-1-
I l
I
-r I
w I
w 160-S I
I r
E I
a i
I 200 -
j 1
I I
COMPARISON OF l
SHEAR WAVE VELOCITY COLUMNS l I
240-PORT HUENEME I
I vs I
CLINTON SITE 280-l lf 320 z________
VELOCITY FT/SEC 500 1000 1500 2000 3000 4000 5000 6000 I
I I
t I
i t
0--
L,,_,,,,,,,
~~Il______,~~
I I
40-1 I
ySAN LUIS OBISO
-(- -+
80-l20-r to
]
g 160-1 Q.
c!
200 -
COMPARISON OF
~
~
240-SHEAR WAVE VELOCITY COLUMNS SAN LUIS OBISO VS CLINTON SITE 280-320
1 VELOCITY FT/SEC 500 ICOO 1500 2000 3000 4000 5000 6000 1
I I
t i
O f
g I
s s I
N I
'N I- - ---- y-GOLD EN G AT E PAR K ( B )
s K l
(SW - AA,1980) 40-g l
GOLDEN GATE PARK (A)\\
I (SILVER STEIN,I977 )'g\\
80-i 120-r W
[
160-1 8
l l
200 -
COMPARISON OF l
SHEAR WAVE VELOCITY COLUMNS l
24 0-GOLDEN GATE PARK VS CLINTON SITE 280-320 t
A
VELOCIT Y FT/SEC 500 KD0 1500 2000 3000 4000 5000 6000 l
?
0 m
l
'l 1
s' l
40-(
'~~s~-,.
~
5,,
80-
/~ ~
~~~-
I
'D-FORGARIA CORNINO
(,
l20-
' s s
5.)
d_
w c," ~
ww 160-S N
x N'
o 7
j
'5 200 -
~~.
%,,~~
COMPARISON OF 240--
~
SHEAR WAVE VELOCITY COLUMNS FORGARIA-CORNINO.
VS CLINTON SITE 280-320 i
VELOCIT Y FT/SEC 500 1000 1500 2000 3000 4000 5000 6000 O --
f 1
PALOS VERDES-l 40-1/
80-e 120-1 t-w y
160-1 Q.
o 200-COMPARISON OF 24 0-SHEAR WAVE VELOCITY COLUMNS
~
PALOS VERDES VS '
CLINTON SITE 280-320 s
.9-
VELOCITY FT/SEC 500 000 1500 2000 3000 4000 5000 6000 O-
/^
rCIT OLD' SEISMIC LAB (A).
1 (SW - A A,1980 )
~~s. _ ____~~
40-l 1
I
\\ CIT OLD SEISMIC LAB (B)
(DUKE AND LEEDS,1962) 80-120-
-r w
W 160-S 1
8 200 -
COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS CIT OLD SEISMIC LAB VS CLINTON SITE 280-320
VELOCIT Y FT/SEC 500 1000 1500 2000 3000 4000 5000 6000 i
i f
I i
t i
O 7
_~
/$
40-l l
80-l l
l l
120-Ld 1
y 160-x H
0.
to O
200 -
l 1
240-1 f;
~
SHEAR WAVE VELOCITY COLUMN for CLINTON SITE 280 -
e 320
O V
...n VELOCITY FT/SEC 500 000 1500 2000 3000 4000 5000 6000 0
ul__
! /,
i I
l 40-I l
I I
I 80-l L
1 I
I 120-1 I
MELENDY RANCHM 1
ip I
i I
lw W
iso-l
~
l rs 1
1 1
8 l
l 200 -
I I
I i____
COMPARISON OF 24 0-SHEAR WAVE VELOCITY COLUMNS MELENDY RANCH VS CLINTON SITE 280-l l
t i
320 l
VELOCIT Y FT/SEC 500 000 1500 2000 3000 4000 5000 6000 1
1 1
i i
i 1
0
/p I
R l
l l
0ROVlLLE MEOICAL CENTER 40-i-- --- 2
- p g g-80-l20-M r
LJ
[
160 -
x H
CL s
o 200 -
1 COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS OROVILLE MEDICAL CENTER l
vS CLINTON SITE 280-320
/
VELOCITY FT/SEC l
500 IJ00 1500 2000 3000 4000 5000 6000 0
--'~~ ~--(ZZccu.t u. - SANTA FELICIA DAM
/>
\\f i
?
40-80-4 s
120-hJ
[
16 0 -
I F-G.
O 200 -
COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS
~
SANTA FELICIA DAM VS CLINTON SITE 280-320
VELOCITY FT/SEC i
~
500 1000 1500 2000 3000 4000 5000 6000 1
I I
I f
f I
O-I
/
l
/>
I i_ _._ _ _ m _ _ _ -)
s 40-l l
I I
Ii 80-1 CHOLAME SHANDON NO.5 l---.._ _ /
(///t 7
i 120-F La g
160-1 x
H f
a.
a (L) 200 -
v e
COMPARISON OF 240-SHEAR WAVE VELOCITY COLUMNS
-f CHOLAME SHANDQN NO5 vs
, CLINTON SITE j;
280-7
^,
O t
/'
320 i
s, g.
A n
/
, /
e-

ML20011B152

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