Text

Preliminary Rept, Site Specific Response Spectra for Sse
	ML19345B674
Person / Time
Site:	Midland
Issue date:	11/28/1980
From:	; WESTON GEOPHYSICAL CORP.
To:	;
Shared Package
ML19345B670	List: ML19345B669; ML19345B674;
References
	NUDOCS 8012020328
	Download: ML19345B674 (19)
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.

SITE SPECIFIC RESP (NSE SPECTRA FOR SAFE SIIUTDOWN EARTIIQUAKE FOR MIDLAh3 NUCLEAR POWER PLANT MIDLAND, MICIIIGAN PRELIMINARY REPORT BY WESTON CE0 PHYSICAL COEPORATION WESTBOR0, MASSACIP,SETTS NOVEMBER 28, 1980 rp1180-0121a100 8012020328

TABLE OF CONTENTS PAGE INTRODUCTION 1

SELECTION OF ACCELER0 GRAMS 2

TABLE 1 3

TABLE 2 5

TADLE 3 8

TABLE 4 10 FREQUENTLY USED STRONG MOTION REFERENCES 12 FIGURE 1 15 FIGURE 2 16 FIGURE 3 17 rp1180-0121b-100 ye

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1 Il TP.0 DUCTION j

. 1.

The NRC Staff in its letter of October 14, 1980 requested that Consumers Power Company provide certain information regarding the seismological input for the Midland site that is different from the design criteria licensed by the NRC in the construction permit proceedings and utilized by the Company in the design and construction of the Plant. This report responds to that request and describes the methodology used to obtain site specific response spectra for the Containments, Auxiliary Building, Service Water Pump Structure and the Diesel Generator Building at the Midland Nuclear Power Plant by computing the response spectra directly from real earthquake recordings. The spectra are computed from accelero-grams whase tagnitudes, distances and site recording characteristics most closely match the earthquake potential at the specific locations of interest. These spectra are averaged at discrete periods assuming a lognormal distribution and several fractiles are computed. The design spectrum is a smoothed version of one of these fractiles. The discussions that follow describe the accelerograms that were selected for the computation of the design spectrum.

4

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SELECTION OF ACCELEROGRAM5 The selection of accelerograms representative of'the earthquake potential at Midland was based on three criteria:

a.

similarity of geologic and geophysical characteristics of the recording stations to those at the location of interest; b.

magnitude of the earthquake; c.

distance from epicenter to the recording station.

A best estimate of a SSE at Midland site is 5.0 m. However, as suggested intheCommission'sletterfromRobertLTedescoNoJWCookdated Octobei 14, 1980 and also in an effort to maximize the number of earthquake components to use as an input, the more conservative magnitude of 5.3 m f r the SSE was used. The accelerograms were chosen to best b

match this value. Furthermore, as suggested in the aforementioned Commission's letter, the spectra is developed to be applicable at the top of the natural glacial till (essentially the original regional ground surface).

The foundations of Containments, Auxiliary Building and the Service Water Pump Structure are located on glacial till whose shear velocities are in an intermediate velocity range. Figure 1 shows the velocity structure beneath these buildings. The Diesel Generator Building is founded on approximately 30 feet of fill material with shear wave velocitics mostly in the range of 500 to 850 fps.

Because the layers consisting of original till and fill material influence the spectral content of accelerograms at periods of interest for design purposes, a separate data set applicable to l

Diesel Generator Building was prepared.

The selected recording stations and a summary of available descriptive material are presented in Tables 1 and 2.

The amount of detailed information available for each station is variable and consist in part of geological definitions.

In such cases the applicability of these stations to Midland site conditions were based on a comparison of similar materials in areas where the shear wave velocity was measured or can be reasonably estimated from experience. The selected accelerograms recorded at these stations are presented in Tables 3 and 4.

Figures 2 and 3 present the median, mean, and 84th percentile horizontal response spectra for the Containments, Auxiliary Building, Service Water Pump Structure and Diesel Generator Building respectively. The spectra are terminated at a two second period or longer because a majority of the individual components appear to be affected by noise at longer periods.

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12 I'

FREQUENTLY USED STRONG MOTION REFERENCES 1.

U.S. Earthquakes 2.

Nuttli (1979) 3.

ISC Bulletin 4.

Seekins and Hanks (1978a) 5.

Earthquake History of U.S.

6.

Krinitzsky and Chang (1975) 7.

World Data Center - A 8.

CNEN-ENEL (1978) 9.

Chang (1978) 10.

Weston Geophysical Reference No.

11.

USGS (1977) 12.

USGS (1978) 13.

Duke & Leeds (1962) 14.

Seekins et al (1978b) 15.

Toppozada et al (1975) 16.

Weston Geophysical Computer Run ZDIST 17, Personal Communication; Ed Levine (WGC) with Tom Wooten (CDMG) 18.

Muzzi & Vallini (1977) i 19.

Basili et al (1977) 20.

Dielman et al (1975) l

7_

.j '

s I

13 s

1 i

21.

Hudson (1971) 22.

Weston Geophysical Corrected Accelerograr:s 23.

Kanemori and Jennings (1978) 24.

Schnabel, Seed & Lysmer (1972) 25.

Kanamori & Jennings (1978) t 26.

Idriss & Seed, (1968) 27.

Trifunac & Lee (1978) t 28.

Shannon & Wilson and Agbabian Assoc. (1976)

Vol. I Nureg 0029

,(Ferndale, Chalome, El Centro)

' ~

29.

Shannod & Wilson and Agbabian Assoc. (1978) i Vol. 2 Nureg'0029 Pas, Santa Barbara, Taft, Mel Ranch

'r 30.

PDE (Preliminary Determination of Epicenters) 31.

Shannon & Wilson and Agbabian Assoc. (1980) Nureg a

Vol. 3 0985 Gilroy, Logan, Boseman, Tacoma, Helena e

32.

Shannon & Wilson and Agbabian Assoc. (1980) Vol.

I 4 Nureg 0985 Anchorage, Seattle, Olympia, Portland 33.

Shannon & Wilson and Agbabian Assoc. (1980) Vol.

t 5 Nureg 0985 i

Fairbanks, Petrolia, Hollister, LA Hollywood Storage, New Madrid

+

y.

me

-v-

,w,,-

y-p-e

,c y y

=wy-g-y--

+-.y-

.c,-w-,-..~-e m-e,-.,,y

--m

-g=

e-

,-.r..y v=,-.,.,--,y-

7 1

. s g

.se P

34.

Shannon-& Wilson and Agbabian Assoc. (1978) Nureg Vol. 5 0055 Central LA.

. 3 5.

Shannon & Wilson and Agbabian Assoc. (1980) Nureg 0055 Vol. 2 EQ Records.

i 36.

Shannon & Wilson and Adbabian Assoc. (l980) Vol.

3 Nureg 0055 i

Eureka, Glendale, Figueroa St. LA, Lankershim St.,

i 1

J LA Sunset Blvd.

,, g..;y y 37.

Shannon & Wilson and Agbabian Assoc. (1976) NL eg 0028 38.

Shannon & Wilson and Agbabian Assoc. (1978) Nureg i

0074 Wilshire Blvd. Century City, Ventura, LA 39.

Shannon & Wilson and Agbabian Assoc. (1980) Nureg 1643 Summary Report 40.

Muzzi and Pugliese (1977) 4 5

l l

I i

1 a

U UNIT - 1 AUX.

UNIT - 2 CONTAINMENT BLDG CONTAINMENT SEISMIC WAVE

~

VELOCITY (ft/sec.)

6%

3 p

\\f

_a 850 5200

- ~

F

)

2300 500 -<

o4 J

t-O wW' u-610 0 2

z

~2 0400 p

2 _ __ _ 1 z-u l

$ o ~~

-7

~ ~ ~

3000

,.x -

t,

- uj gB -

m_

o w

g oJ w

i z 300-h5 4x

_J O O

g hj 5000 10,000 200-5 TYPICAL SHEAR WAVE VELOCITY PROFILE MIDLAND NUCLEAR POWER PIANT g

gW e

se es

u g$g

, Figure 1 e

b e

-,y

s-rm.--,m-,,m e,sm-ww+g

-~,- --

16' s

t.

o

b Q

'9

?

got-

!/

\\/

h/

e

,84T PERCENTIL MEA j

f

.y 10 _

e

\\;

E0

~

=

~

"i/

N/

N

- \\

......i 10-r 10-4 goo 10' PERIOD (SEC)

HORIZONTAL SEISMIC SITE DEPEhoLNT RESPONSE SPECTRA (SSE)

I MIDIE D NUCLEAR POWER PLANT CONTAINMENTS, AUXILIARY BUILDING AND SERVICE WATER PUMP STRUCTURE Figure 2 5% CisITICALLY DAMPED

e

/

0 k

9s 4

cg o

7 10' 9

x 84TH PERCEJ ILE i.!E AN L

/

Y2^"s 4 V

(/

N/

id

~

/

~

/

10'l/

\\/

\\

N

/

PERIOD (SEC)

HROIZONTAL SEISMIC SITE DEPENDENT RESPONSE SPECTRA (SSE)

MIDLAND NUCLEAR POWER PLANT DIESEL CENERATOR BUILDING 5% CRITICALLY DAMPED Figure 3

.

ML19345B674

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