ML20118A747

From kanterella
Jump to navigation Jump to search
Earthquake Analysis of Control Bdlg Cooper Nuclear Generating Station
ML20118A747
Person / Time
Site: Cooper Entergy icon.png
Issue date: 01/23/1969
From:
EARTH SCIENCES ASSOCIATES
To:
Shared Package
ML20118A746 List:
References
NUDOCS 9209250274
Download: ML20118A747 (29)
v • d • e


Text

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

1

+

.)

n

..tJ'M:..

1 Ri4M~N' m.

..m

,,y7,4.m

_y

,g

~.

EARTHQUAKE ANALYSIS l

OF THE CONTROL BUILDING w gn m COOPER NUCLEAR STATION FOR' 50RNS ANd NbES YAC '"

^'

" " ' " ~

HEMPSTEAD, NEW YORK POOR OllALITY DOCUMENT 4

~

s

)

i s.s.

i

' i.:

~ < p,,, l '

T

..'. M, /;.

~y

' ' i.' ' 5', ',;,

,,,t glN;

,L t

e

.;;,f1:

ti

?-

u,;lQ {,,f.?,

l l

y.;y,,,.-

i f

se"

' A,)i

% EARTH SCIENCES

[

A TELEDYNE COMPANY i

l i

i

)

t I

9209250274 92)921 PDR ADOCK 05000298 p

e

  • y 1s4;yg; - '

y.jrp... "+.

. :z 3 g;w,

... C f

,,?...

EARTHQUAKE ANALYSIS '

L OF THE CONTROL BUILDING m ra am COOPER NUCLEAR STATION FOR BURNS AND ROE, INC.

HEMPSTEAD, NEW YORK POOR QUAL.liY

,j DOCUMENT 0

j' i

[

r i:-

di

'i r3

~

y g

E ARTli SCIENCES A T E tt DYN E c o.uw, s

e

?

'QCf 94 evn

/

J w.

e P00R QUALITY

.*w DOCUMENT b

EARTilOUAKE A!!ALYSIS OF Tile COllTROL BUILDIttG COOPER tiUCLEAR GE11ERATI!!G STATIO!1 le

..j

.. 'fa.?

ron a:q BURt45 A!!D ROE, I!1C.

g.

Engineers and Contractors 4. ',. $' '4 no _-

By O

tn CO EARTH SCIE!:CES A Toledyne Cornpany O

171 11 orth Santa Anita Avenue Fasadena, California 23 January 1969 IARTH $0ltNCt1 / A TittOYNI CO'4PAsv i

l P

P00R OllAllTY CONTEh'TS Pace 1.0 I!JTRODUCTIO!J 1

2.

DL.3CRIPTIO!J OF Ti!E DUILDI!JG 1

3.0 DEFI!JITIC!J OF Tile EARTifQUAKE g

I '

4.0 MAT!!EMATICAL MODEL 3

l l

5.0 METliCD CF ANALYSIS i

4 6.0 RE?ULTS l

5

'l l

APPE!! DIX A - Figures and Results O

l 'n APPENDIX B - Retponse Spectra for Control Duilding ricors l'

O i

4 11)

I i

l D

o I

l I L k

I i

1.'

1 ;

if I

1 i.

4 I AtiH SCIENCl1 / A Tf tinywr enupawv

EART!! QUAKE ANALYSIS OF T!If CONTROL BUIL9ING COOPER NUCLEAR GENERATING STATION l

l

1.0 INTRODUCTION

I.

Cooper Nuclear Station in located in Nemaha County, Nebraska on the west bank of che Missouri River.

The owner i

is Consumers Public Power District of Columbus, Nebraska.

This report on the seismic response of che Control Building has been prepared for the Architect-Engineer, Burns and Roe, Inc. of Oradell, New Jersey.

Figure 1 shows the location of j

the Control Building in relation to the remaining structures l

of the plant complex.

I i

The results of the 6a ly is for the design earthquake forces include displacements, moments, shears and acceler-ations in the Control Building and the response spectra for

,7 each floor.

2.0 DESCRIPTION

OF TliE BUILDING l *3 i

The Control Building is an "L"

shaped reinforred con-l crete shear wall building as shown in Figure 2.

Resistance i

O to lateral forces is provided by the shear walls which vary I-in thickness from 1.5 to 3.0 feet.

The four story building I'm is fcunded on an eight foot thick concrete mat, the top of l

the mat is a t elevation 877 '-6".

The top of the building

!i is at elevation 948-9".

\\3 l

I 3.0 DEFINITION OF TiiE EART!! QUAKE I

I l

i j

the Preliminary Safety Analysis Report (Reterence 1) l for Cooper Nuclear Station sets forth the criteria for the l

" Maximum Probable Design Earthquake" and the "!1ypothetical j

Maximum De 19n Earthquake".

Table i summarizes the maximum values of grcund acceleration.

c W-4 j

i i4am senwcas / A fll(oYN! rOMPANY

w a--"~

POOR 00AU1Y DOCUMEM 2

4 h

j.,

VALUES OF MAXIMUM G9OUND ACCELCRATION

\\

)

J i

I Design Earthquake __

Haximun Hypothettcal i

Probable Maximum Horizonta1 Component

{

O.109 0.20g Ve rtica l Component 0.059 0.109 Table 1 i

The maximum values of Table 1 are to be used for the ground acceleration at both the roen surface and the base of the structure.

l l

The N69W component of the 21 July 1952 earthquake recorded Taft, California was specified as at an appropriate accelero-gram for the Cooper plant site.

Since the N69W component had a

~

recorded maximum acceleration of 0.157 gravity the accelero-

~

lN nl gram amplitude was multiplied respectively by 1

0.100/0.15? and 0.200/0,157 to represent the horizontal components of the l *)

Maximum Probable and Hypothetical Maximum design earthquakes Acceleration response spectra are shown in Figures 3 and 4 for each design earthquake.

Figure 3 is the response spec-i trum for the Maximum Probable Design Earthquake, ra calculated with damping set to(5 percent cf critical.' This damping value is taken to represent energy losses in the reinforced concrete building and surrounding soil when excited at the Maximum

')

Probable intensity.

The smooth response curve of Figure 3 3

represents the Maximum Probable Design spectrum.

It has been i

drawn as an approximate average of the peaks and valleys con-l '.

tained within the Taft d

response spectrum.

Simi la r ly, rigure 4

{

is the res ense spectrum for the Hypothetical Maximum Design i,

Earthquakt..

The damping value of 7

(

percent represen'to energy f

losses in

t. e reinforced concrete building and surrounding l

i soil when excited at the Hypothetical

'ximum intensity.

The n

' {I 4

2

,1 1 -

- - - - ~ ~ - ~ ~ ~ ~ ~ ~

~

~~

i a.,

m w

J' 9

'g Li Docu s t

[

Hypothetical Maximum Design spectrum is represented by the smooth curve of Figure 4.

rigure 5 is an additional plot of the response spectrum f

for the Maximum Probable Design Earthquake calculated for 5

.sercent damping.

The tripartite log graph permits simultaneous i

visplay of acceleration, velocity, and displacement response.

i 4.0 MATiiEMATICAL MODEL l

}

l The Control Building is described mathematically by four l

translational masses lumped at the floor levels and one rota-tive mass at the foundation level.

At each floor level translational and rotational displacements are permitted and

{

rotational displacement is permitted at the base of the structure.

The structural prvperties of the building and the i

{

mathematical moder are shown in Figure 6.

The mass at each i

I '!

floor level includes the weight of the concrete floor and the ss.

tributary weight of the walls and equipment between adjoining

!n floors.

The stif fness characteristics of the building between c

j) the lumped masses were determined from calculations of the

{

sectional areas and area moments of inertia of the con-cross crete walls between the floort.

The torsional rigidity of the building is large.

Therefore, torsional response has O

been neglected.

The time depende.

.ccelerations of the design earth-L 7

quakes are assuned to occur at the base of the model (elevation 3

8 7 3 ' -6 ").

In responding to horizontal accelerations at the base, the building tends to rock on the foundation.

a A rota-tional spring K

= 0.222 x 101 g

kip-ft/ rad in the East-West 3

direction and K

= 0.123 x 101 g

kip-ft/ rad in the :: orth-?outh direction represent i

rocking interaction between the tailding f

and its foundation.

The soil spring values and the nection

(

j propertnes of the structure were provided by Nrns and Ree I

1 and checked by Earth Sciences.

(.tcierence 3; I

f i

t c

T i

4 j' !

t iARTH SCifNCit

/*"^**"a"*'"'

- - - - - + - - ' " ~ * " "

- - - ~ ' *

~ ~ ~ ~ ~ ~ f

{

l

.v

,.s

, f.

j

. c '..

i L

,s."P00R QUAU1Y

~

j  ?

DOCUMENT 5.0 METHOD OF ANALYSIS The response of the Control Building to the earthqucke accelerograms was calculated on a time-22 pendent basir using the mode superposition method (References 4, 5,

6, and 7).

l T.te characteristic free vibration shapes (code s) were used as principal coordinates permitting the independent evaluation of l

each coordinate response.

All five modes of vibrations were used to obtain the reeponse.

In the modal coordinate system, the response of the structure to the applied loads is deter-l mined at each interval of time.

By transforming back to the

~~

structural coordinate system, the displacementa and accelerations at each of the nodal points are calculated.

Then the shears and r

overturning moments ate calculated by application of the struc-t j

Lutal stiffneva matrix.

l A macro flow diagram for the computer program used for this study is shown in Figure 7.

ff Figure 3 is the response spectrum for the Taft earthquake 3

recorded on 21 July 1952 in the N69W direction, normalized to 0.1 gravity (damping = 5 percent critical).

For design purposas the peaks and valleys are smoothed out.

This isaccomhlished i

by constructing a curve to bound the peaks and a simila curve l

to bound the valleys.

The design spectrum is then considered as a smooth curve drawn midway between the maxiinum and minimum curves.

.3 For each of the first five periods, participation factors O

are computed.

T,he participation factor is the ratio of the response value taken from the Taft spectrum to that of the smoothed spect;um.

These participation factors are shown in f

Table 2.

l

,l i

' l, l

~

n '.".

s

^

i

' E ARTH $CitNCE$ / A fliF9vws roupauv l4 _

~ T/

\\

l

  • n-
1..,, ; :.o

.n.

-,.z

.,,?.

.r I~1 l

P00R QUh0TY f

Table 2 Participation Factors M x.

Pr b.

Earthquake Hyp. Max. Earthquake Mode E-W p.3 C,W N-S 1

.905 1,093

.942

,997 2

1.164 1.168 1.154 1.189 1

3 1.159 1.169 1.166 1.190 4

1.082 1.092 1.116 1.084 1.075 1,o74 1.090 1,o79 e

>.g 6.0 RESULTS N

la Analyses were carried out for both the East-West and

! 7 North-South direction for both the Maximum Probable Earthquake l}

(rtaximum acceleration of 0.1 gravity),

and the Hypothetical Maximum Earthquake (0.2 gravity).

1 In both the North-South and East-West g

air <retions the fundamental mode is dominated by rocking on the soil foundatien.

The modes of vibration anel associated periods

\\

in for both dirce-tions are shown in Figures 8 and 9, i'"

For each of the four analyses the following results were

! 3 obtained:

i 1

1.

Maxirnum relative displacements l

Maximum total accelerations j

3.

Maximum moments S

i 4.

Maximum shears.

1 These results were plctted graphically for the floors of the

{"

Centrol Building and are shown in Fly-res 10 through 17.

l l

!I t

f f.tTM SCitkrit / a vsi e avue en.....~

[

( _-..

.,m,

)

l

'QUAWY I

b DOCUMEllT I

Prom the time histories of accelerations computed at l

l each floor level for both the Maximum Probable Earthquake and the Hypothetical Maximum carthquake, response spectra were calculated using damping values of 1 percent and 0.5 l

percent of critical.

The plots of the spectra are given l

in Appendix B.

f i

i l

l l

O I

t's 1

j 3 e

.3

'3 l

i

,..~

(..~

s_

f a.w t,

. 3,-

't

' +-

e.A P00R QUAllIY i

\\

DOCUMEM L7ST OF REFERE!1CES i

l 1.

P.S.A.R.,

Volume III, Appendix A,Section III, p.

11,

(

i l

j 2.

N. M. !!ewmark, " Design Criteria for !!uclear Reactora

{

Subjected to Earthquake Hazards," Urbana, Illinois,

[

j 25 May 1967 i

i 3.

Transmittal from Burns and Roe, tiovember 1, 1968.

4.

R.

W. Clough, "Use of Modern Computers in Structural l

Analysis," Journal of the Structural Di.'ision of the l

ASCE, 1958.

i 5.

R.

W. Clough, " Earthquake Analysis by Response Spectrum I;

Superposition," Bulletin of The Seismological Society I

6w l

[

of America, Vol. 52, tio.

3, July 1962.

}

l 6.

M. Rubenstein. " Matrix Computer Analysis of Structures,"

J Prentice Hall, 1966.

s 7.

G. L. Rogers, "An Introduction to the Dynamics of Framt Structures," John Wiley, 1959.

4

)

k k-3 f

ll ag 5

Jit :

t ARTH ScitNCis / A ittt0YNE COMPANr

)

j Y

\\

l

. :. n....

c

.. m,,

p y

a.

POOR QUAUTY DOCUMENT l

l i

l l

)

\\

I a

i I

l l

APPE!! DIX A l

ll FIGURES AND RESULTS l

i

\\

i l

l<O

! T l

O

,'S f

l3 in l-

=

l3 i.

[

F I

>Q r

I k-@M l

f i

1l r:

I#

I AETH SCith'Cf 3 / A tilinn s enue4wv tr

-1 4

P00R QllALITY i

DOCUMEN N

l l

1 11/20% GE&l102 PLD6.

t t

I l

=u_

l

@TGb EU'.a i

i

.]

i' l

PEM 7C2 DLtYi.

CGL CX3Ca2 D1DIMSTE Ell)6.

.=

  1. f!G 2l06.

l

-l t

I i

i-d A

l l

I f'%

(E~$s !(:

g O/?2 YtYli~i1E.7Ts1T/0N P400 6/ N/ f,l/. //,1N '

Sf% I ARTH scitNCE$

6 ctui. 2/AN.Y,1Nu kVi I'

N.

4ig.,goysgcoyp,g, 1

{l 7/95 E. A

,,,, a-5-pg ( g5

,o.

.,,, y 3,,,,,,,,,,,,,,,,

ij ;

~

E '

l

}

,. nw w x:?

MP 4,

  • 4 w wr ~~ x z. a l

5 J

. 4 i

b ' )g N

i E

T o

i k

.u o-

-rs ma nw l

1 i

e l

1

{

1i J> ur/",

POOR QUALITY r

i

<3r l

00Cll C H f

1

.[

]

5-7Fb'

~,

lh I W E l 9 4 0 '9 " l A

gggypg, j

14' b'8 OMS /MKECIEERL s TVR)

(,

- t'o'nm g

i

~-l'O' HWL

~

~;7,yy

~- Z'O, W4'L

~~~~

l ryp TW r

.A l

t l~

l --

i

(

l

- J'O'nWL l

l.

~

t I~

ZU'WitL l )

l I

J'a ntu ~

~

f I

"Z'O

  • WM i

EL 9/3'0

El90yg~

gi gy7 ;-

IS" E18 g gig gag,;yy I

9 eoe CCUEE,'rM.:AA2 STAT /GN l

Paoa

/* fy [gT/, 2 L7}) - p g y,7 4 % i A4TH $CIINCf 5 j

cueNv.f/EsY8 d.Y8 888 A IIl!DYNI CO).tPANy

'h ?

a i

ll?S E. A

,,,, //. 4.;d s.s u l s, e.. SAs m n. unus an,;, >,,. rous,~. cou es...

I 4

i

e$

1 0 80 G

O T'M

~

o

'?

.s c8 g==

5 yg TAFT EARTHOUAKE N69W m>

NORMALIZED TO 0,iG g

"fN DAMPING = 0 05 CRITICAL "5 ~

RUN DATE - 27 MAR 1968 -A 2

z

.O.

f f-<

y

  • A__

w l

lil U

~ ~

r O

3 __

WF DESIGN SPECTRUM D

4 w

D,

/

/

~

2 w

/

/

m -2 k

/

~

/

N s

C

~

1 c; m

]

w til 1_ /

Fig. 3 k

h

~

MAXIMUM PROBABLE DESIGN EARTIIQUAKE y

9 9

ACCELERATIOti RESPCriSE SPECTRUM

  • 0 8

D 1

12 3

14 IS 26 7

-8 9

^

c

[

PERIOD - SECONDS m.

t

__.._..~.e.=

u, s a 1

,g.

A

~$

n

, O gg m c= o TAFT EARTHOUAKE NSSW 4

M $5 NORMALIZED TO 0.ZG

'I

\\

i.

B

% "Q DAMPING = 0-07 CRITICAL Q

RUN DATE - 27 MAR 1968 "5 _

i s

z

/

N 2

/

N.

/

\\

1 w,

  • 4--

_nESIGN SPECTRUM

\\

[

/

.a N

/

9 J.

\\

O<

N 3

w

/

N

/

x F

~3 N

v

_]

T C

I u)

/

CD -

i Og

]

12 )

LD 4

F n,

Fig. 4 IIYPOTHETICAL MAXIMUM DESIGN EARTHOUAKE

,(

E q

ACCEI ERATION RESFONSE SPCCTRA

~

S 3

z O

~

9 0

~,'

c) g a

1 12 23 14 15 26 7

28 29

~t PERIOD SECONDS

..s m..

P0OR QUAUTY l 'f DOCUMENT C9ELOJ RELATIVE VELCCITY I

1 V5 I

PERICD aCC -

g-y 77.7.3,.,.,.._ -

N

'\\

i i

t 1,

N N

j 1

.,_\\,.

\\

l

/

ll A

1\\

\\

\\

/

/

j,l

{'\\ h

\\

\\

i

/

l,([,r

/

l \\\\

\\

\\ l,!

/ [k,

/l/f l, i;

\\-

M' \\'\\ ]

'8

e o e

\\

, 'y ' \\ 4

/!,[b 0/$ f l

/

0;

\\q

/

A l

Yl II l'w

'C 1C y,p\\lg-

%'-- --4-IN,k!-k.h[\\,

..e XI

  • y

/l I1 i \\i j

i 1

No.

s

<f \\

,i

/ _ x g

_,y l t /*/ N\\. h tv xs e. ^

4 mmime 4

' O ~i 1

't-

' ~

l\\ o l\\ / / \\ A V:

!M/x

/ix.x N N'

\\- \\X N

Ni i i l '"gl /)/7Kix :xcAN N m.i l

i l

x/ \\ k N,

\\ I' j

s

\\

\\

\\' \\t l \\lN f

w

/

f

\\ \\

i

\\

cc

/

!=>

1,[: Y.

/N N

\\

\\_'k,.

I i

4.

4 n u 5.,

i 1

. c, PERICO,5EC e

T/f T Nt 9,V j

CESIEN EARTHO_t%E PCRMLIZE O TO 0 10

- 1 i

FIo, ;

%S%

d

)i 4

a I

% ! ARTH SCl(NCil A fillDYNE COMPANY r

n i

_-,.-e.-.

- - +,,

--.-._..-v--.-_-,...-_

n u..

+

etwcMotEL

'h.

PDDR QUhUTY MASS BfEONE Matsyr0F

'p'ppyj

!7 DOCUMENT

'"~jf'l 39,f,fE4

  1. Ef, 4 cp 4

f*W N5 E-W N5

.c / -

l 915 9' o~-

gt, 7 e,,

l s

pm

~

'S.O ZNI BI5870

?JCh74 4:40ag, l

t&tgo Y

7]t'6

  • o

,7y, g 3

/W 496.0 ZN/

019870.

3406,74 64000.

I 2

i 9/8'O' o-jg g 1

34f.O 2Z0. 3

&(ts54.

29997g, 494pgg,

/

?$3 '6" o

j,

fg, g i

T ()

?~

.%200' h?3. 0 4Z9. /

999353 520497 525000.

I i,

l,'

.O r

873 'b' WQQN 4gg,g X \\ "t 3

we,pw

=

ED/l, SFF/N6 CONSTANTSs (Kg )gy = 0.722 X /C* SFTfEto a

(Kp) yg = 0/73 X ip'o g.pf/p,qp 1

l MASS J101fENTOFMEZ7/A G Elly 37.?'t,"

l (lo )EW = 44/, 83/ H-Fr-SEC 1

[f ) N5 ' / 9?,552 M FT-SEC 1

.I o

I l

1 i

l

C];;>,sa, ccoire aucLEu'starlon L

((4YiTCL lDitSittG STroCTVEAL iTrag L A*1n settsess

_:=

R-i rsos h

casa, Fv&YJ ANC /DE 4taitoistcovr4~r

//6 />

(

i f

..J.*

'7/98 E* A -

.... //- 1/ 5 m

iii u s.oi, 4 o,,, 4,,

,,,,w,,

m t

m.<

i i

r l/

P00R QUAUTY START ir DOCUMENT 19 u

u l

f Compute Maximum l

Ret

.n Stif fnesses i

cf Elements i

Displacements l

/

overturning Moments i

Shears I

If

[

Read in Geometric 1 I l

Compatibility Print Answers l

l i f I f Computer Stif fness of Structure Compute Time Dependent Accelerations II Read in Masses 3r i 8 Computo Maximum j,

y Accelerations

. Compute Mode Shapes and Frequencies Jf Print' Answers 7

Road in Earthquake.

q g l-Accelerogram j3 Compute Response Spectra at all j3 y

Floor Levels j3 Compute Response

{

V i

l 1r Plot Response /

l Spectra

/

Compute Time Depend-ent Displacements l

overturning Moments 1I

i Shears 2.

STOP j

Jf t

j

,.; w -

{

Ybos C 00PI" R NUC l[A R

.S 7~A r/QN 1 ARTH scitNcts etisie t 6 URNS & ROE /NC A TtttovNg courkh i

f/6 I j

b

o..

cu.

171 N saata Ana. Am. r ia4,a. c,i.e.

o.

h

,:n.

N i

I

/

\\

9/B'O' s

/

i 90 n

  • l

\\

\\

l l

N fl$'st

\\.

\\

...NNNNNgN..

\\\\

gN s

l MOPS"/

MDCE#2 Mors,j l

T' alaJ R n 0.0 2.:::

7.asn;.ic Ie 9'4B'9' "O.

95}'5 *

~-

3

\\

s l

9/B'O' O

?))'h

  • n i

O

O BI]'O' thYhEdd N0?hij T
  • O37D.Zt 7 0mb su r

EAU-HEU PIFE&TiGV j,e l

o. C:01FA NIG'sM SIMICN l Qj o_

CE,YITYL NtUAW6 i}fGCE SwhEE rsae

'"" " "~'

/3'/N8 Ayg pgg A 1iLiDYNI COMPANY

  1. 'O d

/

conw

p.. !!*

cu,5A5 171 N s ne An.i 4.,

e,s.aen, c ht,

J.e m.

3, as.o.i

. +,

MUMENT p

pe9-c, 9]!'b' 9tro*

(

i v3'b' l

, x \\'

8 73 '6 "

u N

l A10FE H 41099t 3fcn:ss Tro M KL

, a ;;z ;;;

y, pllg,;;(

o 94B'9'

\\

932'L' 1

9/S'0'

\\\\

l0 l

903'b' l

'. n s

,s i

'?

573 ?>'

i A10Es4 410pisp

?

l l

h00lb MC T* BC/9 El NEIN-E0/EN GWfLl70/

s l

..< 32,a. :::22 AwlEMsunta Q:3

((IVIs"Sla L'Ull/Eti'0 al'OL'E 5l/AGS E % I"*'HSCIIN(t%

7 A itLIDYNE COMPANY b

ca t e = t $lfrVS A/e'O 2'[8 7/9 l,,

E.A

..,, //. 3.;/

,,,. 5As i r i y 3.,,, 4,,,,,,,,,

c,,,,

, ~

{

Ir'

,, y. m

.a

- 2 1

P00R QUAllTY

=

lf DOCUMENT N.

f i

lfIfI I i!!

! I l !.j.,j,,j ! l i fff f1 l !

I t eitt9gg g ;,,,,E,,-

N8,9,

^

^

e s.

-1 1

1
  • A*

Id I_

~~

  • 'i'

/

ph2 h--~~... -M-.[

4~__

./

i I _1 i ^

1 1

i l __

Ii I a i

/

jj r

' I:

..I-i I /-

y ;

t 4%.

I f i

'A

-% t. j.4.

-* h d

[4,,w 1

I I

.1.4. L4'1 i

! 2 i

'l,i l_ _i j.iii jf i,,l 9Yd*

i i t i i

  • -l'' W f

j

,,i 9

- I !

_T.

I t T

IT i [J 9,,i I

,ji lI' - -

~

%. ;I:[.h 4 b l

i

,, I !

! _i i.

1 i fi -

_1 i 1 i

i I

^

l f

  • i i Tf i

fy j f

5

! ' I

'1

~

l,

-+ [ j,,

1, 5

I I i

i, 5 wo

- ] 3 1,-

, - t i

I1.1 2

i g

f,

' I I I I. a i

'/i

! lj f i I

j

~

i i ; ; ~.

. l l

1ll':.

-/

w p

1 4

'J li m i! if

,l

!+

lNWAfNMAL AWM1047FACRQUME i

ggg ag,.

. ; j'I j'; '

4 1.

i, s

1

/

i i

f t

I

/

, r f

ij

~

/

L Q

If/

I i, ;

i 8 73 'h '

i ^i ^

/

osa.

e,

' W" '

i

'n D

.mS jo jg

.a

.7 EELAT/VE P/5PMfEAIENT/r7)

EAST-IVES7 S/2ECT/GN 8

i i

t h.C

!Wr"fC NUCLEAR STAT /CN ses PAG l

. C6YTR,O_L. EU/LC.'iVG DISTIACEi:1tilVTS

~ K

'"'C*C

l en t s u t fufNS ANU foe I

4 ttttovst cow 4sv

//S /0 i

i

!*! *[7k bbb III N. $dfila ANta Att

  • Pagadena Cald Job tea.

8 g,

p.,,

Ch i

08 943 i

t 4

~

>c.

F00R QUAUTY 000UMD6 I

N ' ' ' ' ' W ' ! I ' ' '? ' ' ' ' ' ' ' M " ' W' ' ' ' ' ' ' '

h 946'9' -

+it.

1+-.

i i i

- ;;;tig:$y';'

_ -f s

i l 7" j.

M

j fii ' 'AM

_ - _~.

r

, ~ ' i i

-u.

i 1

P i1

,r 1 i

i i,.

yf-H-4_.-.

i 9-I i.

i t-l s

4 9R'6' -

>>l iir,, i.i te 7 i b,tt,.,

i

- + - + - + -, -

a- -

j-+ ;,

,' ll J/ 'l

- i i,

/

r

"~

i

___;.a.

,1 r-j

, i 1 1 r

_ ui i 7. !

e,

. __i, i

c, li

! kH Y /l

4'

'4 2

m f,

i [ll

, l'

i

-H-

^

4 t

, i i e -

i.'

i I t

' ' i i '

t

/<

I 4,i y, 1. -

1 !

i r

i

  • ^

m 9/B'D' -

g i

lt

X' i

4 i

~~

s

. i

~,. rr

,r i j, i. g

,;i',

12 i

i

,1,

ni 4

I '

[,

! ;MI. I

' i '

I Iy f,I l.,f

/ - } }

I r

I r_~_i /,,'

,,r id,j,,

l

_,6 I 1 I i

  1. n x

- f,

I

! <Ii i i. !,e i,s

!e 1

,t l

t iii

>i<

,4

,+ + ; ;

y gyg.

, x_.,

,;,e,.,.,

t i

-+-- ; ;

u.u' _'..

y

-a-s x

' ',',,' m','M; ?Wl m

j f
-gt;il;',

- j,,

'1 3

,, r.w, A

,,I W l'.~

lll l l,' ' lQ'W WMwAfsilfrasaftg g4ggggggg i

4

\\

BSB 'b'- T ; ll' l' 'O l; i

I#'AEN###5

/i'+<

i c1 lii

. _ ; l '.

/ l,'

l lll a

i i i l il ll,l1 I

,e,n, i

i

,i;

i,,
.l o

/ /

i i i l

i

.i ii!;;j, u !

fi

> i i

l';',i 741 i

!1 1

I i

s ii g7yy., y.

ii 1

, i jr,

d I.-

,i I

+,

i

'n 0

6

.pto jyg jg o

O EEUT/VE C/STMlfa!ENTifn N027/J 3D00/ C/EECT/CN I.x Q$los !!OTER MlC!.EM STM/C/Y

~~

-~

(CNTEOL El'//3/M6 5/SiU) CEMENTS

~

E^RTH sCtlC;s FAOI

_ ESENS ANS ESE c..,

t EEete

?l99 E. A.

l o... l-/7-69 4 itttorst cowmv

,r/6 //

_s.

ca. <A5 m s s.ni. An.u 4,,,r.uo,n.,c,,,

e g

i

,.w d

M

\\>

I, F00R QUAUTY I

.y'S DOCUMENT 0

f 6

li l

ug.g - (*

C !'''''''

n

~

- - +.

'': }

, -; i_ iiw j"

ll M

l 0'

_1

,i.

.s t

1 a,

\\ M l F-l 93Z'9*-

,N, \\,,

,s,i, 1

Ti

=

,t

s.,

m..s f

l AIAX/AfN1 MafAE!! Easydy!

'I lll\\I

,L

\\

t

&, 9pg g.

_l,'f.s r.

- M 7HERCAL stnisty;y g g ggg gg l

wf

__i,,

l ; ;' ; '. ;,\\ \\

x i

s

_- -- x j

l,,l,.' 'N

~

3-c.-

hggy,,_

II.

k I

i

,', N, j j

. m

,4 rt,

,' f f f'(

,'I L;'

N' l

l a

i se

,.s l

i,.

I

)

l 4 !. i+

1 ijl, f;,

h+.

I

'I

, i.# i,

,,l, N

i

,m.

ggg,c.

s i.,,

s i,s j

s e

i 1

1 3

l,,

iq l

j N

i1 I

I

,. r s-i 1,,,,

o l l.'

l':i!l N '. '

,l

i X

1,r r-i

,,l,,,' ' - 'i>;,1 l
> x r--,x.

6

,1 1

v..,,,

4

,; j j

\\{ ;

i p_

g7pg _ \\

m 30 lm go gx gyg jg n

o Af041ENTS (l0)/(-FT)

EAST-WEST P/EEC7"0M 4

i

+

t i

6,.g.:

IW;%oa 2C7:2 NGCLEM E797/Diy

)

M*

Pa o g CDNTEOL ED/LDIN6 A:C,HENTS MA % E*arn scsescis ensens EUENS AND E' 3 Y

0 rrettorstcouran,

gll 7/95 E, 4.

l,,,, /-/7-gp f e 6..

3%

5 m N Santa Ani4 Ave

  • Paudens. C4.f j fl 301

..q nv rw e, p

'. rPOOR QUAU!y y

DOCUMENT E

.a 1

m% 31

. i i

1

~

i s

l

--t-M N l

l

- W R g,

i t

%...I

I 1

.+

gy

. -+-y m s

s Y, d, q

i-*
  • t-*.9

'-t+-~-

1 s

-g'i!T

/

~

c-m n-i i i

i g

h I

1 i i i'

. /A g

-Hy,M. 3 p:

+-

t ---W

~.

ir

/"

31

!H

=

r i

m

. r

__q.

-! ; ;-f -

- i -

, i, %"1

,i i

i i 1

i 3 4

2 1 1 i, 4 i,

1 1-

, i ir 4

j

/

s %

ii

~ r-Q

'- w_ :

1

. fe i

i _ _ ;_, 4_

y~.

1 g

9 -,,:+,,, -

n-= -- -

. q i

1 I i

,M Q

L--

r-+- *

+-

i 1

4

~ _.

t-**

M w

t 1

i

-wi

^ '--** M N N

I I e !

e ii f

i 9y

-1

i;; ;;

l Q

+

i t a..

i ist i..

g l

'h.

['

Q hh

-t-' i i.

h1 s s x

/

mo i

j r

' s x

L-

--+-

%g 1

smv!

. /

i

. - 11.

r i

--/

-t, -.

t,,

i j

!,,/+

E2 $

3 m ii i

-N!; p _ a; /

I

%-N' i

- i

.ii i,i 4

11.x

..C.

c W< F 2

a y

4

'e n

i.

1 it

. N Ts

_t i

'Ib,'

.,'~-

Dy

. j; 1..'

'h

--q'i4 i. lii 7<

1 i

i H-@

l'ilX

)qy 1 m

,4 1 +x;

n i i, ;

6

. I:

  • 4 if ;W i.

r i

i.i! !I i

'ii~ x f

[.t. L,

w/1 e.

s z

i.'

[ I.

v 1.

k I

g g i

1-

... i, i e, 6,,,i

~#

k i

i,

i i

t i i~l T.

I I

i f i t ! i t

1

^"

~

e/ i t

i f

3 i

6 i F

7 i

i ii

_f i. 6 i i i ;/

'/ ! '

1 i

i ji i j i

6

. 6'jii i

!i/i i

/6 i

a

! I f

j j i

I' I ii/-

! M i i i.!

I i

/.

q 4

i 4.f.

4 s

n

. 89-

, +

i r

i i

,1

si

./

i 4

I

!4 l. /'

f '

v

!i!

. f:

i p 1 i

r j

.e -

e, i.

s.

. f

. O.

d,

-+--

- rQ

'.i,

  • i i,

i

- - -f.; 7

,i 4,

s a

?

9 9

$m

q

.tn N

to en a

S (jd)NG/2%i575 i

i 5

e I

.'. } m. ((6/' 2 NFc4 EAR STM/BN E

l

,,,,g sc,,sc,,

'\\

(DNTECL, EU/LDING J!CA/6M/S

//0 /,-

A TELIOiNt COuPANY euo., EUPNS AND AZb,.

7/95 E. A.

l o.,, I-/7-M e... $ AS

,n v unu^n.ca^n vas*ana Ca'.'

,, n n....

J

\\

l

)

.,,wwgy wru -~. e-

....~ v q.

--f.* i i-, y,.

\\

i F008 QUALITY lc DOCUMENT t

l i

?

iiiiiii.,

,t.

' '''j'

945'f "

~

^~

~

1 t

t t

1 1 g

4-j I

i

'l _

i 2

.)

i

- MM/ MUM /ECBdELE 54E7papyg i> <

f,n l

i i..

,i.

i l

I

/f MPOTHETlCAL MM/MUDEM7sgy;ggl

/

932,9 -

/

I_

I

/*

I i 1 i_

1 4

_,_ w._.

f.

I

(

i j

g li; i

i

'l I

g i.

9/S'p *.

s d

i. 1 6

4 i f 8 A i

j 1

e i,

, i l

l l

i to 7,

r

.,i y

1

? I g2 /g e, i

I h h j

g i

i.,

i

'I-l {'I j 'l hg l,

i) l';l i

i i 1

.i l'

SES'&~-

l' 1

i

+ '

I

+ ' ' ! i

i i

i !

,, i i i

e

. > i

, i i

i

' 8. ! !

4

[,,

6 i

e ' 'i i,

, i 1,

3 l!

li;.;..

p;

,, 4 I

i i

,4

,i I

I I i!

+

i

\\~

273'4~O IM M

3066 4000 hw '

a:00 l

<3 l

l3 SHEAES (H/.PS)

(

EAST-WEST 9/EEC7QN s

I 1

1 s

l

?

1 1i %

>os (CDFE2 NoctEAR srAT/DN

% ~

CONT /ICL. 80/lD/NG.SHisJJZ

% E ARTH scilscts ctis w r 8M/788/1N8 E45 r -

A TEttOYNE COstPANY f/6 /Q j

J-*

  • 7/95 E. IT

/-/7 cp l,,,, 5 g m y 3,,,,,,,,,,,,,,,,,,, c y 18 14g 5

l t

f l

5

y:w mjww.A..

" POOR QUAUTYy y

f' 0000MEr l'

y_ !.

t

(-

e ty f

,f g f' lff i

gq

[_

4 e i-Ni 2 E.L.,

4

_i w

PMW; i i

h.

_w

. 1 i.

!i j -

g_

T;,

h-,-

+.u i o

j

.- q

{

D u

_- -_ia M $

i i

~ ~~~ "

~--:

i h

5

!1 t

I 3

4._

N Q

i 7

g if i

1

~

g y

u r

..gl.

73-g

)

1 r

p

--y1

^!

, i i

't M

[

l

~

o-e-.- w,

_ nw

. Q 1

I i._, _

y g-1 eH

' r -"

i-

--M4 T! T \\'

s t k

gi I

g f i 3 f : \\

I e-4

\\.

t-

aW m q

+

aF N I ! i! i i

-g *.

% b

.\\

i l

4

]

, ! Ii

-t-N l

T i

% Q l

! ! _\\

a j

-l i.

p2 i!

4h

' ! i

!! y(;_,

s (J N l

,!,, l l i-j\\f ;

+l

?

i s

sa

\\

i

  • f, f

'if f

II

\\, i j Aj Q

l }

l

. i

\\

N j

?

W W

f-.

i i 1 I

f '

i !

\\

't 1

f ;;

't

\\ i 3

  1. ! i! l y,i l

,a-gW t' 2

f I!

Ii

!. i f

-.. ~., _, _ _

s

' I f

6 I,,

f i

1 I,

i i i,.

i:M,,

.g t '

. i 4

i j, ~;

'Q I II Ii f.

i ', i i

f i

s '!

i ! ]

I n a,

,s

. i

+ i I

i 6

i.

i i

.!, i t

e.

i i

r i

-MI.%.. _

1

,f 1

+

t, i 'f)

! i i t !

i i I i t !

i i

i

,'f lI

--df f' '

I i !

,i a

l a l ll lli I

i

.?

b b

In h

N U

5 flD NWM177?

I.

$005'M tY0l((0E :.?IA//0'Y i

' s ta o s son V-

$0//72CL Eiu',wn JH&u:'

f4% t <nin sconscus l

t ette n t 5'[/M A/Y8 i'88 A TELEDYN! CCuPANY f/6 /f O* A*

/8-/9 f es,,4 4g 171 N s,n'd Anda ^" *P e a.C41.s.

MA

_ s, o...

II+148

.s.

...o

.c z

POOR 00AUTY

)

DOCUMENT

,,,,4

..e 913'9'

.j_

i/-

-~

~

y I-n

! i i

/

i i

/

f l

l

-i 93Z'b'-

^

l

-f

/:

i v

,i

/

1 i

f

/-

/

/

9 j

9/3 'D'-

l i

i

/

/

i i

/

i

, m/

e, I

2 f

~

h

/ 1 1

.~

/

h l

~

% man 5WM TECBAslEEAG!2ME f,

1

--j. ~

l' IarrJT//ETICAL diARI'5/N1 EdriHGSME i

i

+

9,7,,.

)

r I*

I 888*6* ',

.I

,,l i <

1 1,- i

,i o

' i I.

1 6

1 t

,, i

,3 ii I. i T-i

. j ji i

!. 6

  • 67?6",

jg 33

.a "a

s0 10 q

3 TOTAL ACCELE2ATION(5)

MST-NEST S/EECRCN I.

..- s i paog

'V J04 Mbh IARIN SCIENCII l

m yrca uita ns a u s u ca na.v g

u. a

,,,_ c,,_

lcus, ryLWS AND ECE l,,

7/95 E. A.

/*l7*49 e.. %S

'n"5*"^""'^**"

\\

t

. m.w w i...,.. %

~

i

'g!

& QOh W 00C0MEU

?

,...i!

g.9,_

i

. l

~

a j_

...).,

/

/,:

e i

i

/

f -

)

932'l' -

,.s.

[

1

  • =

.f

' e z.

i s.

m 9l3'o*.

l

/

I I

r Ns 1

/

i

.,/

i:

@e s'

y r

x i

,/

& Scy;, -

in L4

~/

'N g

f.

x,.

I ' i

'I t

fx g

l' l

' ~ -.1W/a1041 faggggtg gaggggg,75

}

  • Qf i >

I w_

[

I HYPDMET/ CAL A1 Axil?isilEAETHGythl:

~

BSB'h,-

I A

[

I i 7

' f' I

i i

3 I i !

f.

g i ;

3

! t i

ll t i i 1

f i

l' e

! 6 i

f i

i r

,J i

, 6 la i

i i i *

}

j 9

g i

+

6 I-g, 87yt, O u

i r

-10

.ZD

.30

.40 10 ed

}

E i

'd

[

1 7DTAL. AC/RF2i17/OM (;)

{

NCETH-SDufH D/EECT/ON

?

a F

{'?. aos 0:CfE2 iIUllERE SIADCit j ~

OV/[Cl. E2/Lutiv6 M LKAnu,y M % e Anin scnencts k.

~

etia m 59'WS MS EBE E

4 isttoyst coup yy gjg j7 j

7/95 E.A.

t.17-t,9lCht.

k n

ts.sas 64b 171 N 54,ta An.f 4 Ave

  • Paudena. Cal.1

,f D e s.

1

AttCchment 2 To NSD921004 c

n 3

a i

EARTHQUAKE ANALYSIS OF THE REACTOR BUILDING COOPER NUCLEAR STATION 1

4 i

9 1

,rv e

w

Retrieved from "https://kanterella.com/w/index.php?title=ML20118A747&oldid=4282001"