ML20126D536

Evaluation of Max Earthquake & Site Ground Motion Parameters Associated W/Offshore Zone of Deformation,San Onofre Nuclear Generating Station

ML20126D536
Person / Time
Site:	San Onofre
Issue date:	06/30/1979
From:	WOODWARD-CLYDE CONSULTANTS, INC.
To:
Shared Package
ML20126D531	List: ML20126D526 ML20126D536
References
ACRS-SM-0176, ACRS-SM-176, NUDOCS 8005020178
Download: ML20126D536 (11)

Text

~

o o J O 1 t  ;

8005020\7 [ .

i

< ;n f

il 4

' 4 S, .

-lI 15 h  ;

99 3-S ,

43 .

)

Report of the Evaluation of I} {f a

Maximum Earthquake and

.g>

Site Ground Motion Parameters .s &*>

Associated with the .. g Offshore Zone of Deformation i San Onofre Nuclear Generating Station ,$3 a?

Si h PREPARED FOR [%

?

S SOUTHERN CALIFORNI A EDISON P.O. BOX 800 t' i

yf ROSEMEAD, CALIFORNI A 91770 jI t

JUNE 1979 j t I' c d , 2, Ft c #J.

i 51 I

At

} $5

.  ; lrE

2 4n 2,..

Woodward-Clyde Consultants #TA y

0 0 W2odward Clyd Censultants REPORT OF THE EVALUATION OF MAXIMUM EARTHQUAKE AND SITE GROUND MOTION PARAMETERS ASSOCIATED WITH THE OFFSHORE ZONE OF DEFORMATION SAN ONOFRE NUCLEAR GENERATING STATION 0.0

SUMMARY

Detailed geologic, seismologic and earthquake engineering analyses and reviews have been completed for the San Onofre site to estimate the maximum earthquake magnitude that may be associated with the hypothesized offshore zone of deformation (OZD) (Figure 1), and the maximum groun'd motions that may be instrumentally recorded at the site during the maximum earthquake.

Th e PSAR and FSAR for SONGS Units 2 and 3 have presented extensive data regarding the geology, seismicity, and response characteristics of the site. Although no earthquake magnitude' was estimated for the controlling earthquake source, a conservatively large earthquake was postulated for a fault 8 kilometers (5 miles) offshore from the site. As a result of these earlier studies, the Atomic Energy Commission (AEC) and its consultants agreed to a 2/3g design basis earthquake (DBE) and the spectral shape documented in their 20 October 1972 Safety Evaluation Report (SER).

Certain geologic models and assumptions have been defined by either the applicant or by the regulatory agency in the past and are important when estimating earthquake magnitudes. Based on the USGS and NOAA reports appended to the SER, the AEC concluded that the Newport-Inglewood zone of deformation (NIZD), the South Coast Offshore zone of deformation (SCOZD), and the Rose Canyon fault zone (RCFZ) cannot be disassociated and that they form a l

l u, -

_4 9

.' .- n v R Woodword Clydo Censultants linear zone of deformation hypothesized to extend 240 kilometers l from the Santa Monica Mountains south to Baja (145 miles)

Th is zone, referred to as the hypothesized offshore l California.

zone of deformation (OZD) is about 8 kilometers (5 miles) west of  ;

l the SONGS site. It was assumed to be capable of an earthquake having a magnitude commensurate with the length of the zone. Th e AEC further concluded that the hypothesized OZD, as oescribed in the SER, would be the source of the DBE, and that the ground motions at the site from that earthquake would be accommodated in design by the 2/3g DBE and the spectral shape proposed in Section 2.5.2.6 of the FS AR.  ;

i I

Tn e applicant concurs that the 2/3g DBE and spectral shape will accommodate potential effects of earthquake shaking at the site.

Th e applicant suggests, however, that the hypothesized OZD is ,

composed of three structural entities from north to south: the NIZD, the SCOZD, and the RCFZ. Interpretation of geologic data indicates that the hypothesized OZD is not continuous and, therefore, not capable of large earthquakes. A conservative .

approach was taken when evaluating site ground motions, in that -

the hypothesized OZD was considered as a whole, and capable of generating significant earthquake shaking at the site. W is j cpproach led to the development of the 2/39 DBE and spectral t i

shape documented in Section 2.5.2.6 of the FSAR. f n

It is the purpose of the present study to estimate the maximum i Potential earthquake magnitude on the hypothesized OZD, to Gatimate the associated maximum instrumentally recorded ground notion values and to compare these values with the design basis , ,

Parameters. Th e approach taken in this study is to model the D

l YPothesized OZD according to the characteristics of the known-  ?

Capable NIZD to the north. [ l j l is study concluded that the maximum magnitude associated with '

the NIzD is estimated to be M 6-1/2. 21s conclusion is based on ,

I

\

I 1

.m  !

O a Wor dward>Clyd3 C:nsultants an analysis of the geologic and seismologic environment of the hypothesized OZD and its similarity to other southern California faults, and on an empirical relationship between fault slip rate ,

and earthquake magnitude. 'Ib e conservatism of the above ostimated maximum magnitude for the hypothesized OZD is demonstrated by the lower seismicity, the lower degree. of d2 formation, and the lower stress environment of the hypothesized OZD compared to the NIZD. Given the estimated maximum earthquake cagnitude of.6-1/2, the known local soil conditions at the San Onofre site, and the regional tectonic setting, 56 earthquake rccords were selected to correspond closely to the conditions of i the estimated maximum earthquake and analyzed to develop inetrumental mean (average) and 84th-percentile response spectra. '

A comparison between the computed 84th-percentile spectrum and l the design spectrum shows that the design spectrum exceeds the i instrumental spectrum at all periods. ,

r e

t t

(

e p'

a.

_ e' 6

Em ..

\ E 0

i L h

'V i , NEWPORT INGLEWOOD g

g- / ZONE OF DEFORMATION

.L o .

i d .\

J A .

,8 gs  %

a er

• +

8 5 f- + ,

Y O ,

s

\ -

SOUTH COAST OF FSHORE 5

o / ZONE OF DEFORMATION

^ l 4

5\&

)

• SAN ONOFRE o SITE S g  ;

e  :

l o l (m

l o 9  !

\

A t

\. $

• O

{ l

[ O  ;  ;

I S m ,

I SCALE g

ROSE CANYON f O

10 MILES y/) FAULT ZONE t q

"" -4 l f.  :.

f 0 10 KILOMETERS

~ 4' j l

l , ,. A-~ oj '

2

-! l Y \t

-, -. LOCATION MAP i .(. ..

HYPOTHESIZED OZD i SONGS 2 & 3 Project No. 411001 p; 3

'?lc:t:n-d.Cb,- s Ccc: ttt:.4.s i

$ =Ma tw ens, b'e p

O ,

O l

. ,N f

(

• J, , )

qi y c N. e '

)\

• 4g .s .' \ .

. j p

'\ \. \'.k -

\

8 0 0 '- '8 -

'\s '\ ' . \.O 9@/Y 's. 4*

• s

!. );o k i N

j

/

~

10C ' %g , ,,_  !

,' / (,0 f ,

1

. s. i

.\, s i i s ,

f, *g ,

n, -=

x 3

pw s .

4 ...__. -

c .

. %,e ,N, ss s

x 3x .s

\

s

! Sonto %s. y,,,W o \

s \. N*

q -

g%

• s% * ,\\.,

• ,., \

,,e'# de,pf  % N m- G' t

..i' N ' -t N Darnonay....

. . . . \. ' i

'Ill"e *s, '1

~f'lh' h f.??~h,h.hh f 't &...

g 'N o q

,- \,

' .', , ' A " O , '.? o ' 'u *ey - ,

fh r i N, \,

N g,.

s o l

lq .' ,o \\

NS , SAN

,+k \ N' ., U'f.'.g..  % ONOF A EIN,

'h

\ N '

\' . ~

s 8" N. .

\ 'N

.l .[',N  %. ,s e%. ,

i

'g .,

\. 4['s, *-( fs. ,

N.

[j~

t \, s, ,.

) k- %,

I

. . 'N., C;,, \ \ , N

. ... 7J

' f, 5

g 's & 'N'N f\Qs ..

%. jN

\s x * ,g&w g._... ~

\s% j e s '.,

's e. g ,g ;'i \ g i

.f MEXICO

. . . 3

r. \ 'g . \ ,-

y \\,

)

}

4  ? '. \,  % ). I

p. \ . * ,-

' V, , .

SCOle 100 Miles \ '

%., yp.,s 50  :/

40. O_ _ - _ -

g

• o 50 too $50Kms a _a

~. gp 2:

r:: . . .

. .,.yNified from Allen et al,1965; California Department of Water Resources,1964a; Emer 1

th -

MAP OF MAJOR FAULTS f' .

p IN SOUTHERN CAllFORNIA

. SONGS 2 & 3 s

Project No 411001 Figure 2 <

Woodward Clf de Consutt .nts

DEVELOPMENT OF MAXIMUM MAGNITUDE FOR THE OZD 4

l l

1. Develop tectonic setting relating the OZD to the San  ;

Andreas and other faults using physical parameters. l l

2. Discuss conventional methods to develop maximum i magnitude and compare them to slip rate to assess the j most appropriate way to describe the relative acti'vity of the OZD to other faults in the Southern California area.

3. Discuss the physical model of why slip rate versus maximum magnitude is viable for quantatively assessing maximum magnitude.

4. Present the results of a careful analysis of the slip rate data used in the empirical treatment of the slip rate-maximum magnitude relationship showing the best estimate developed in the June report and what carefully evaluated extremes in'the data range would yield.

5. Develop a revised maximum magnitude-slip rate bounding line using a conservative interpretation of the data presented in 4.

6. Examine the NIZD as a model for the OZD for developing the maximum magnitude for the OZD. -

7. Present a detailed statistical evaluation of the maximum magnitude-slip rate bounding line indicating the compatibility of the bounding line with the empirical data based on the observation period and the number of faults considered.

8. Evaluate the conservatism of the selected maximum earthquake for the OZD by comparing the estimated affects of such an earthquake (based on conventional relationships of surface rupture and displacement versus magnitude) to observed displacement and other geologic evidence of faulting.

OZD -+ OFFS /fot2 20A/S of DEfoRMA T/0U A//Z D ~* NEWfo R 1~-IMGLE Woo D Zoa2 of DFFORManoN 1

_ _ ......o... . . . . . , . . . - .

_ ;9

- ' . _ . .~ _ _ __ _

V i

~,

l DEVELOPMENT OF SITE GROUND MOTION PARAMETERS Summarize the work in the June 1979 report showing 1

attenuation with distance- of instrumental peak l

acceleration and response spectra.

2. Discuss the way in which the data were treated.and compare with data treatment in USGS Circular 795.

3. Present the results of the extended source-path-site model examined since the presentation in September.

The extended modelling incorporates empirical data from the Coyote Lake earthquake and the previously used Horse Canyon earthquake as well as keying on empirical data attenuation for M 4.5 to M 6 earthquakes and using a more site specific model.

4. Present the results of the 15 October 1979 Imperial Valley instrumental peak acceleration attenuation data.

Specific comparisons will be made between the Imperial data and all soil sites (Appendix I of June report) and SONGS site specific data.

5. Discuss the effects of directivity.and stress drop on the ground motions.

data on the effects of magnitude on peak

6. Present acceleration both from the empirical data available and the modelling work.

7. Present the estimated maximum peak instrumental site accelerations consistent with the results of 4 and 6 and on the revised maximum magnitude from the slip rate-maximum magnitude work.

8. Present the progress of the work on instrumental response spectra for the revised maximum magnitude.

)

l g..,wease++r - *

• w e ' -"M -egy a

._ J

,s -

o O 7 f' ~ , 581"" ggeog ,, Energy Modiflad Dreeription Ef fffsets (seasonry A. B. C. and D A"'l*F*1188 swm , k le as e mereallt Are Define 4 belown* From hf. 77) . c.r >

Intensity Scala ec .

\

, 10

• 8 I

Get felt 6 marstmal end lans-ported effects of lar,e eartautumass evi6ent 88

. 10 13 pelt by perweas et rest. en apper floors, or favorably glared

• If3= =

0.003 to [= 10

Pelt Ladnoros hanging objects evinst vibration like passing of Itant trucas seeurst 0.0'J7 guration est1msted; algnt not be reensassed as an eartaquate 0.007 to .g, TV Bassing objects swing; vibration oerure samt is itke passing of heavy trucks. or there 0.015 g le a sensation of a jolt lite a heavy ball striking the walls; standing motor care rock. vindows dishes. and doors rattle; 6 assee 1 clans e erocaery clasnes; in the wper range of IV. wooden valls and frame creas ,

"" 88 10 0.015 to """

v Felt outdoors; duration estimate 46 elowpers vehen; ligulds becamer disturbed. eas.e epilla 0.03 """

small unstable objects are displaced or us.sett doors evang. close, ahd open6 ebutters J and pictures move; pendulias clocks stop, start, and stance rate _ 1 i

0.03 to l'5".~U' 1 felt by alle many are frightened and run outdoore n persons wala unstesailyn windows. l VI 0.09 .

11sbes 61 assware bresa6 anneaaaacas, bcons. etc., fall off shelvest pictures fall off -

valls; furniture mones or overturns. weaa plaster and masonry D eracas small bella ring .

ismureb, sacon, trees, bune. enase - i i

SAM OMM *E 'e3 : %I 3

(p/g,- MAGN /W D2.

~ " """ ,

\

Difficalt to stand, notteed by drivere of actor earo n banging objects quivers furniture 0.07 to '""lo se Vil """

breats; &amage occurs to masonry D.1seluding erseas; wenn entaneys tresa at roof linen 0.22 i

- I plaster. loose bricas, etenee, tales. tornices f al16 some crocas appear in ansonry C6 "'"" J unees ag' pear on ponds, water turbad with sud; amall slidse and esveins occur along eaod IW or gravel banks. large bells ring ]

Steernn$ or ente,r cars ef f ectes, sanage occure to masonry C witn partna,. co, lapse; some 0.1$ to .,,,

Vill 0.3 damage oseurs tc masonry 8. but none te ramsonry A6 stucco and sosse masonry walls f all. ,,.,

twisting, f all of channers, f actory stacas, monments towers. and e;evated tanas occurn ID l frame houses move on foundations if not bolted downh loose panel valls ar? thrown cutt st.anges occur tr. flow or tesperature of springs and weils; eracas appear in wet ground and en steet ster *e _

II General pense; ansonry D 1s destroyed & masonry C is heavnly damaged, sometimes with com'- 0 3 to """

plete collapse n masonry 5 ts seriously damaged; general damase occurs to foundations. 07 Ifp frame structures entft off foundations af not balted; frames craca serious damage oe.

. .- 10gg eurs to reservoirs. unaerground papes brena; conspicuous ereens appear in ground 6 sand -

an mud ejected in alluvisted areas; eartneuase fountaans ans sand craters occur - 1 3 stoet ensonry and frame structures are aestroyed, with their foundations; scene well. built 0.65 to [ f wooden structures and bridses are destroyed 6 serious damage occurs to dams, sakes. and 1.5 _

anbansmente n large lands 11aen occurs water le thrown on banks of ennale. rtvers. lanes, ,,,,,

etc.6 sand and sud shif t horisontally on beaches and flat land 6 rsals are bent slightly ,,,,,

dl gets 10 6 u 11s .,e kat e-.t . .d.,g,o. 4 ,,,.11n.e are - ete t .,ser.1e. O.,., _-

III Damage nearly total; large rock masses are displaced 6 lines of sight and level are die. 0.5 to T - 10 8*

terte46 objects are thrown into air .

88P

• anssamry A. Good worananship. mortar, and design 6 reinforced, espeelally laterally. and bound together by ustna steel, renerete, ete.6 designed to reenst lateral forces, mesenry 8. Good workmanship and mortare reinforced, but not deetssed in desata to resist lateral forces.

henry C. Orstnery ve.smanship and mortar; no estreme weaknessee alte f at ning to tie la at ,

earners but netther reanforced nor destaned assinet hort sental forces, masenry D. hoek materiale, such as adose 6 poor mortar. Iow standards of woramansnap4 vena 4 heri sont ally.

PtGURE 9.21 Apptonimate relationships between intensity, acceleration, magnitude, and energy release. From T. F. Lomenick g and NSIC staff," Earthquakes and Nuclear Power Plant Design." Oak Ridge National Laboratory Heport. ORNL NSIC.28.1970.

=

Wo mepen , w ep

... ^ i

./.

. /

v <s

~ . , '. ,< 6 3 .

.'?._ 2.L,'.0 ,p..

'] ;i:~;

.I  :._ C 3 ' . p ,6 -

,i!"& ,,? n.e 2 >,;~

,I -:::'

i

/  % *c .. 7.>. .

j

 ?,', ,,/ ' . ,

/

4.# . )

l

{;\. 'y i.R. ,/

fpf~ A ,,

/,lW" e  % . \ . o, s c- \ ,#'

p , . ..

...'~}.pt.o6,'

i- 'y .

_g, ' l ,,

,' \., ., ,,/#

- y.

.. . . ~

e l s c.c .. . . ,.. s . .., . .

. ~. ~.~,,t.

. e s.+e.

y/, , . . . . , .....

. ,. . o ap s .

s. . s

.. - "m ,s&. <4.<4,

%s. ~~.,. .<. .- '

'.~  %

u,, ' s

/ ~ ~ _.. ..

=- f, ,

% 'm%'y'

!\ / - 6 .;f.3;.,.,,.he

- 4,y  % -M y' 6

. '. ___.9. _4-w .. - s7

?>

0

~'

p ,, q'r .

y '. .

~~ -

.Y*~ -

g g, ,i %.,s - ...

-x- Q........

ay p .-

., y.

g m- _..

~r w-Yr-

~~

. .r .,

. f ._ .

+ '

~

F/ ULT; ' 20N

-SA j sm ,smo <- , _

Q. ,,,- -

,< / .

7 .

,a / ,.

l ..

-79 ,' , . ,

-/- *

- - . -..: ._ ._ g .

3.s e

- ., '/

/- C .

. .,** 1 >

/  :

% .** % - / . -. - - 3 .

~ a

.a. ./-

. ~

' s , s s. _. - - - 4 _ _ _ ._ _. _ . - E.

g .

e -.- - - - - _ ,

UAGDE3G O GTEA,N  !

s --

'/ I

...s. ./. . . . . , . . .

(. . .

" * :. ' ' ' s. C. t !FO.

H!!A, MEXICO .

wi- , . , , ..

~

:. c -

o .,..

.i ~ o ..,

-)

icy *

• O

• • O b ID 20 30 '

O f *. r' . G . . ; *,%

h))

Sed OMR2 -_

....,.a.,,.

/,po .

. .,...,...,o...~

N' O *

' * " ' ~ -

s.s .

%_y *

(s

- ~, g r~

,.. '." 'r rc.-.

~

~

E /- -% .

• J ^.

{

/ 2 l ,.d':b*

'E '

39p mgj.gCg!!Y0"4 4 _. pc

, , . gNG13Y o Y. ~

~~~~ -A. r L y n r'". " 7 '

....-- ___;-- - - - 6 q,. .

-~../ . . yy- &r'.s i .

4 --

____s -- ' 3.3 2 ~

M_ - -

,~ - - - _ --- .-

[,,. -s - -

_ , . - C0RON ADO BANK 5'_____

,; a -

,a#

.=c~ . ~ - --. "~33_--31.-

- .-y.

w- -+a a -

• n /,. O . . - ' . --~~~ __

~~~ -

'~p,.. (c VE s - c oTc.w-r a e C

_g: ~_R_CJ _ .S: _Hf#.~

-- ,a

~ -

- - .- .- ?s ,..',, * "'"

""s w o e e o ,7 n h g: ,.:=k .

7 N- --

~ - - ._

- m H. -

-2, D M ~~7pOue ~

SAN 1,, .

. -. , . fg,'v mt.E SA""

eg -.- c oessam o ^$8_ J.

1e<:. n ,Pf;CRO-

- - ~

s sp b 4> ss c

/ -

s

,/

)' , , .

s'

,/

- _~p*"""* -- .

' ~~

ag gg .

roR w

,l ,. -

/ .. -

s' An ep M

$a $ 3, .',,, p.'M Ct .

S At4 sAH g ut NT E

• 10 . .

e a si" -

g- 1  ;

s o n cle rne nt' 15'"" _ - . - - _ -

[ '

/ . s _ _ r- _/ - -. -

FAULTl!!G OFFSHORE SAll DIEGO AND i

1. ,