ML20069A235

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Tentative Plan for Seismic Reanalysis of Critical Structural Sys of Oyster Creek Unit
ML20069A235
Person / Time
Site: 05000000, Oyster Creek
Issue date: 08/02/1979
From: Ma S
EG&G, INC.
To:
Shared Package
ML20069A188 List:
References
FOIA-82-399, TASK-03-06, TASK-3-6, TASK-RR NUDOCS 7908140789
Download: ML20069A235 (17)
v • d • e


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l TE!f7ATIVE PLAN FOR THE SEISMIC REANALYSIS OF s

THE CRITICAL STRUCTURAL SYSTEMS j

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INTRODUCTION t

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Presented herein are the tentative plans for reanalyzing the criticai (seismic Class 1) structures of Oyster Creek Nuclear Power Station Unit 1.

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The object of the reanalysis is to descristrate whether or not the seismic wy

+N' hjif loads and criteria previously used for the design of tnese structures are

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I indeed conservative as evaluated by the available current analytical r

tools. The selected approach is to come up with new seismic loads (shears v:%.

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']f-J and moments) by first eciploy'ing simple conservative models, If any of the t

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seismic loads obtained free these models significantly exceed the design l~'

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"second step 'will be to use more refined models, hopefully, loads reduced,seis: sic loads would be obtained.

For example, in the area of

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soil-structure interaction analysis, the half-space or lumped parameter

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1pproacl. hl be used first; t

if seismic load results are too high,

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.c suitable finite element approach will be utilized next. The detailed analysis plan for each critical structure will be addressed separately in

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the report. The previous analysis technique used for the design of each structure will also be described briefly.

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CR'TICAL STRUC~URES TO BE ANALY2ED

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  • he major critical structures concerned herein are the reactor building, Of.

]n the turbine building / control room, the ventilation stack, the cor.densate storMe tank and buried pi;irg (14" diameter emergency :ervice water lines).

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3 ANALYSIS GUIDES l

NUREG/CR-0098, " Development of Cr iteria for 3eismic Review of Selected i

k Nuclear Power Plants" by Newmark and Hall will be used as the primary u

j-t guide. Additional guides mainly in the area of soil structure interaction i

analysis, buried lifeline snalysis, and above ground vertical storage tank 1

-.e analysis are cited in the text and listed in References.

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4 SEISMIC INPUT

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As the site-specific [nput is not available, fot* the time being the SSE 4

7 u-efined by CE Regulatory Guide 1.60 design spectra will be used.

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I.this phase of analysis, the emphasis is more on establishing suitable 9

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l1 analysis models. Once this is accomplished, reanalysis for various

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t i*e i seissi loadings will only require input changes.

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COMPUTER PROGRAMS 7.}

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For the contemplated linear analyses, the general-purpose lir. ear elastic j

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CAP program is available on both LLL and LBL systems.

For nonlinear soil-structure interaction analysis, the FLUSH program is also available on these two systems. In half-space soil-structure interaction analysis, the use of concentrated viscous dampers at structure fount:ation is requir rd.

Presently there are no damper elements available in either L.L SAP or LBL SAP progna. A program modificatien is therefore necessary.

Alternatively, ANSYS progrss en Boeing Ccmputer Syste s can be used through EG4G/ San Ramon's cosputer terminsl.

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CENER ATION OF FLOOR SPECTR A Floor response spectra for equipment / piping design are generally dererat-d by time history analysis of the building structures. Various methods >

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.g generating floor spectra without going through a time histor, 'nalysi have also been developed and shall be considered. The modeling of the j

structure (i.e., location of the mass points), shall :e ande such that tr.e t

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response information at or close to major equipment piping support points I

can be easily retrieved.

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VARIATION IN PARAMETERS sM Sen ty of seismic response to variation in important parameters shall

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be studied.

The list includes soil properties. concrete modulus, shear Q

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areas, damping values, modeling techniques, etc.

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ANALYSIS OF VENTILATION STACK 8.1 Previous Analysis by J. A. Blume ek Design

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.f The analysis is reported in Ref.

    • 7ta.:ks (two stacks, similar

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in structure) were modeled as cant as with lumped masses (stick Ll model). Rockind around the foun '

'o analy:ed and found to be c

r.egligible in contributing seismic ls ver, no docu=entation was l

available to confirm this star,ecent.

3.2 Pe3931ysis P!:n A stick mojel is dee:ed sufficient to represent ice stack dynamic raspense, ano tr.a mod.fi:stien is to inccrportta add it:ral scil springs l

and dampers given oy ?ithart, Hall and Woods (7) See Figure 1 The i

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' " N ^ -generci analysis steps are listed below

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Verify model section and mass data frca drawings, make corrections if

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any.

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.m (b) Calculate rocking' lateral and vertical soil spring constant from

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soil data.

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(c) Make response spectrum analysis of the model by inputing the R.G. 1.60 iIs'e 'a M E.105 damping as per Nuara/ca-oO98 for all 5

1 rwsponse spectrum.

7 modes. Make one for the horizontal direction and another fo= the

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' k and compade the results with Blume's results.

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-(e) ~ If the res alts are significantly greater than Blume's results,

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i incorporate soil! viscous dampers (in lateral, rocking and vertical

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dirW.fons as determined by Ref. 2) into the model. Kun a direct l

l time integration time history analysis.

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9 ANALYSIS OF REACTOR BUILDING

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9.1 Previous Analysis by J. A. Blu=e for Reactor Building Design 7,.

t A stick model was used to represent the reacter building, and the rocking t.

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of the t*Jilding around the fcundation was analyzed separately using a S

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damping ratio of 0.10 and an elastic soil modulus of 800 tons per square

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foot (Sh. 27 and 28, ref. 3). The building =aterial frequencies were l

found to be abova 37.6 rad /sec (5.987 c;s: ar.d the rocking period is 1.:7 l

l see (0.637 eps).

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9.2 Remnalysis Plan A stick model representation for the reactor building is deemed acceptable. This building is a short, massive reinforced concrete box i.A[-

g. q structure with a concrete, shield at the center to provide shielding for g

.a the reactor pressure vessel. The transalssion of inertia forces from top

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to bottom is most likely through the exterior shear wall and the center

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.x The analysis model shall include the reactor building as well as the steel 9

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containnee[-(dry well), the reactor pressure vessel, and its supports.

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The model diagram is shown in Fig. 2.

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!f A 3D resporgspectrum analysis will be performed using R.G. 1.50 spectra, 4

and 10% damping for all modes.

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I It is expected that the RPV and dryvell will exrerience greator seismic

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l loads that previously determined by Bluna, riace the foundation ocking i[i 5

.c and coupling of the drywell, RPV, and re.'ctor be.11 ding were not censidered

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in Blume's analysis.

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If needed, a less conservative estimation of seismic loads due to soil y

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structure interaction will be conducted.

It is su,qa.sted to proceed with 1

core refined analyses as follows:

l (1) Time nistory analysis using soil visecus daccers; (2) Use a refined soil :odel for the deep embed = ant case, i.e.,

the Hall-Kissenprenning :ovel, ref.

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p. 25; l

(3) Use Fl.USH analysis (recc.. ended ).

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.w.10. ANALYSIS OF TURBINE BUILDING /CONTFOL ROCH 1

10.1 Previous Anclysis by J. A. Blume for Turbine Buildin,t Control Rocs Casi.t*1

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The building was represented by a two mass stick model. A time history I

a analysis using El Centro earthquake of May,1940 N-S component normalized BY

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d 10.2 Reanalysis Plan bine buildik.;.yo seissio class (category) 2 structure, the id E

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,m main canoeils is the resp'on $f.seissio class 1 facilities / equipment in 3d.

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this building. These.are'the control'roce on the N-E earner of the

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s op floor, C battery room and switchgear room on the S-W corner of g;.

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the mezzanine floor. T'h5turbinebuildingisashortrectangularbased 6

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reinforced concrete bui,ldihg stiffened laterally by shear walls in both 5b s.

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A' stick model representation is deemed adeq uate. The separate control ecos enclosure as shown in Fig.1-4-10, FSAR shall be modeled separately to evaluate its seismic integrity. The 3

proposed model including the usual soil springs are shown in Fig. 3

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Note that separate stick models of the turbine, its pedestal, and overhead,

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crane frame above the operating floor are included in the model to take i

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account of all possible dynamic interaction effects.

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1 It is expected that soil-structure effacts will do:inate the seis=le response. The analysis procedure for the turbine building will be similar to that of the reactor building described in Section ').2.

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.. c.,.., 0. ANALYSIS OF TURBINE BUILDING /CCNTROL RCCM 1

10.1 Previous Analysis by J. A. Blume for Turbine Buildirg/ Control Rcce Casign The building was represented by a two mass stick model. A time history

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analysis using El Car.tro earthquake of May, 1940 N-S component normalized i

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to 0.11 g (5).

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.g 10.2 Reanalysis Plan l

3 Since the turbine building is a seismic ulass (category 2) structure, the

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=ata concert is the response.of seismic class 1 facilitisa/ equipment in p

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'"g this building. These are the' control room on the N-E corner of the

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g floor, b hattery room and switchgoer room on the 3-W corner of th(mezzanine floor. The turbine building is a short rectangular based (g

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reinforced concrete building stiffened laterally by ahear walls in both

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the N g d E-W directions. A stick model representation is deemed n;j w adequate. The separate control roce enclosure as shown in Fig. 1-4-10, "im F3AR shall be modeled separately to evaluate its seismic integrity. The

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proposed model including the usual soil springs are shown in Fig. 3

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,. J r0 Note that separate stick models of the turbine, its pedestal, and overhead i

erane frame above the operating floor are included in the codel to take account of all possible dynamic interaction effects.

1 It is expected thtt soil-structure effects will dcminate the seismic response.

  • he analysis procedure for the turbine building will be similar f

j to that of the reactor building describ e 1.

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e,6 FLU 5H pr% ram may be eventually employed. In this ca.,e both tne turoi..e

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. structure system due to their proximity (the

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structure to structure 1, tien offset will beene be mamatdered, see x

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11.ANA1,YSIS OF COWS 33 ATE N TAE

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ound throu itenk' wall modergoing a===4==

coupled

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TID-70.'4 ' Nuclear Reactors and Earthquak@es" 1963 smide11mes.

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The soment and sheer forces were then determined for the design of the

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base support structures'., '

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,11.2Remnalysis Flas-

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More modern analytical techniques for analyzing vertical storage tanks '

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.t 12 AtlALYSIS OF BURIED EMERGENCY SERVICE WATER LINES

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.t 12.1 Previous' Analysis for the Buried Water 1.ines

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The analysis is reported in' Ref.10 by J. A. Blume Associates in November, 3

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1967'. Only the. binding stresses were calculated and no calculations were l~*

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REFERENCES

- 'k. sey,

m-o. ;,r,, 5 (1) Report on the Earthquake Analysis of ths Ventilation Stack for the Jersey q4/V

'N,

'.0%

Central Nucioar 2 Project May[6,1

., %.w.,p..w. -,966, by J. A.,Blume Associates.

.2 V ;

m W=

% Rc
  1. ,. Tr p$ cd F.
  • 1.,

h

..,9

.f f.* y ng e a,igQ%gf ' !,y#

4

+4

,-f r.

H i

f.

1 1

4f.' W '

~~

(2) Richart, Hall and Woods, 'YJbrattori of Soils and Foundations,"

1,.

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y,,

i.t','.[ y Q.), f Q -

N ',

, -f e

e.,p.x 1

(3) Earthquake,' Ansi sist.

. 3's>

9y _ k.: ;J.ersey Castral Sometor Project, -.

., nYr -

.w y, June 18,1965,,,ty J... :m?.,M, m p n

. q.

y;g

+

~.s 4

-Blue'AaeosiQas.

m.

. +

-.. a ff

,!$:*sg b % s,t.

';, 4

.pN.

];

t

.~c e:-

en.fE

.:?

gh;,,,&. p?.$;)wl' 6h.Ef a u r

(

1 ge %

-m.-

r<

' {,, ~ p V

.d Q A >;

YINl e

c.

.,y~

.,.g h

.(4). Anal Procedures in Soil. Dyr.mt s, UCB/CERC-78/29 Dec.1978 College

A L

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.. w.,v,. d. /

iM d',,,< J.

.9.

.$. 4.,. 4 g.

1 a

,.,,, - g w.

, c.W,.

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o e E'

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f( '$

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+,,. ff

,:.c cv

n. v.

. m 7' +o:. :.....p.wk:n,.,

a?

~

w s

a-

+

,f(5) Earthquake Analysist Turbine Building

.i' --M. 5 6 Jersey Central Reactor Freijactf';.,...f Feb.'1968, by J.[A; Bl ue..~

) %.y w.,'N. %.

8 w-Assoa.

M.

' _,.. gc w.,

...fcy '

$:. c2

,y i.. n. y...

~ < ~ g,. - /.

V 'y w

n 7;%e.

gt%<

T' &

,.s..

?

p - 3 ;,

- pg e

. (6) "Nuoleer.Reeetoes. ;'and.tBarthqualies,' TID-7024, Prepared by Lockheed

s. M. -.. -

^

.m

. ar:.Q. w.,gnc.b. c,,c.

q..%y'. N., i y

Aircraft Corporation and Holmes & Narver,{Inc., for the Division of. - $

v-A

,C?& %[W & @f ??y.

$5 r

Reactor Development;',0.3.iAtomie Energy Commission, Washington, D.C.,

WW

.... ' :l%

a 1

..lO;&%,mkK&S &

io i

l

  • k p${

%Y

~

'N m.

,q. y

,e

, 3,. ;

l (7) Wozniak, R.

S., and Mitchell, W. W., " Basis of Seismic Design Provisions Rg-for Welded Steel Oil. Storage Tanks," Presented at Session on 3.3vances in

'.*y M

.s i-i Storage Tank Design, API Refining 43rd Midyear Meeting, Teren'.o, Canada, y

,c

., m May, 1978.,n *.y,-

  • d

%s'.n /-

4 r

.g s

,4

,*; w = i

,0. ' -

A.

.mme m mm

. --~m.~.~.w..

.n--

u. m

+

r

g i I

!.. '. ~.

.vg

..t

./

.r G

'98PVeletsos. A. S., and Yang, J. L, " Dynamics of Fixed-Base Lquid-Serge a.,.

7 Tanka *, Presehted at U.S.Mpan Seminar for Earthquake Engineering J

4,;. _,

fj.% r r,

Research with Emphasis on' Lifeline Systems, Tokyo,, Japan, November, 1976.

~.

-e-n;&.

,o

. s., ;

I: l.' e,". p p }kti.W

.M

^

R

-4 ye p r;p ' *

.. <r i, w ~.

(9) Veletsos, A.

S., "Seissid Effects la Flexible'!.ighid Storage Tanks,'

~

c va..

. s :,,.

~

.:4 y

m:t. y;.t 3. ;3'.

w nv+

~r Proceedings of Fifth World Ceafarence on Earthquake Engineering, Rome, 1974

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)2 fg

,.. sg

. A,,,

S., e -

m,

3., ~ y..

,. @y%w

W.. ia ra

, r.

?

... y n,N.,'wb 9-b lh, 7

i.

W /-

, p ;c,,

y%

s:.r.

,7

. 1.;

+

.y B,dr,ied, -

,r4.. y, Serv, ice tent,arliase, Jersey Central f,.,u.

(10) Earthquake Ana. lysis. :

g,

.m

. ' @ X<

. w, ~ ~ ~?W fr Ct Reactor Project, Nov. 20,7 1 ty Janus Blume and a.'

<.e...

T: m.yM

+

l

,jqa$

")C%

M,<.j"" (. G.y T [ '

Q ?.

'OUIAh6 N N t

~

yr ye~.. vc

.', c 5 N i ' $ 6 I

f. -

1.

'%~ ? %

e m,

(11)"Seismi esponse of Buried' Pipes;,and Structural Components - Report by

~< %

f. : c'p we 7 1;.1

,4 4

. 4}

e -

. ;,,, w L4 lhe 5

the seismic Analysis'Comai n y:ASCE Nucl. ear,Strectams and,. -

... < M.;.@n. mtyg e :

a,y ny'w gy p 'e w y.

s t]s,

p ttee,*. Civil '

- --in)a,and Nua W,. Power ~:. Volume;II,

..i. m r a n a t s.

'i Materials' x.,

~J W(fi C3 e ;;gq3gy ( p L, n,

L Preprint 3595, ASCE, National Convention,180ston,' April,1979.

ih j

,",' K f6.

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. y,-

y, c

n

.re v

.. ' ? : p.'.i..,m. i.M.,.x.

..u. o. r.4-o s.

M...Q

.c y

.c (1210'Rourke, M2 J.', Wan.g, L.lt. 4and Pikul, R., *3dissio Wern Effects on

i..

e.

c

~

.I -[,.

[ ).. J i

  • 4 4-Water Systems," Preprint.3496,y.ASCE National Conventice, Boston, April, jP-j
1..,,.

O'4g,Q.

.m i

1379.

..,,y K,'g;jg.

, 'af

,. n," ;

m( ;,

. < l.g:pf, + w..w, :c.e,. 4. >..

g i

,. cc.,.

s L.6,7. p r.

, -.g.,

3.)'. pcq e

w l,

s,~li n 1. &}\\ ' ' Q.

.$f~*h w

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(13)Yeh, K., "Seismia' Analysis of Buried Metal or Conc} rete Pipes," Third

^ i_'s i.;

wqy _. % p * - ;- 1 :'-

y y

]

Interr.ational Conferecce on~ Pmssure Vessel Technology, Tokyo, Japan, ll April, 1977.

i

~'

l l

(14)3 hah, H. H., and Chu, S.

L., " Seismic Analysis of Undergrour.d Structursi i

a Elseents," Journal of the Pcwer Division, ASCE, Vohne 100, No. P01, July, j

1974

.y,

tis 6210 O

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I e, - >..,

A qfjg}3akurai, A., and Takahashi, T., "Dynaalc Stresses of Undar.p,.ard Pipe

,9,

g Lines During Earthquakes," Proceedings of the Fourth Worid Conference on

.j Earthquake Engineeri.ng, Santiago, Chile,' 1969.

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