ML19319A865

Review of Safety-Related Structural Adequacy of Oconee Nuclear Station Prestressed Concrete Containment Design

ML19319A865
Person / Time
Site:	Oconee
Issue date:	04/25/1967
From:	US ATOMIC ENERGY COMMISSION (AEC)
To:
Shared Package
ML19319A864	List: ML19319A863 ML19319A865
References
NUDOCS 7912191020
Download: ML19319A865 (6)

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R57I23 0? T 12 SAFETY a2L\\TED STRUCTURAI. AD2CUnCY OF THE LCO:E2 NUCLEAR STATIO:1 PREST 3.ESSED CONCRETE CONTAlmENT DSSIO:i Containment and Component Technology Branch Division of Reactor Licensing April 25,1967 9 1 0.2 O r

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TABC OF CON'IEtriB i

Cection I.

. INZIODUCTICU

II.

PRII!CIPAL DESIGN FEA'3.iEES III.

LOADINGS IV.-

DESIGN DETAIIS ~

7.

MIMPIALC-AIiD CONSTtUCTIC:l V I.-

TISTI;id AI~D IiSEIiVICE SURVEILLMCE VII.. CONCLUSIONS' l

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,;o JE3 icontairiaht; structures fproposedIfor Duke Foner Company?c Huelear

[ContratingiUnits;l and T are of the same basic design ca the' con-

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1thintentsLused for Jurkey Point'and Falisades.

Bey are structural F

'iconcretefconhaince'nts prestressed across the dome and.thrcughout the

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sideludlis m.nd' employing reinforced concrete containment for the base

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lLikewise. moste tructural details' associated with.the liner,

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s slirAr' anchorages,. temperature stee1 ~and prestressinc steel patterna h

in -he Falisade!

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1. arourd chrgeLopenings are? basically t e same as

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Since this1high degreeicf ciu.ilarity exista to

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tereviouslunits the containment reviev'as -documented herein devotes

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'Iltself'primaHly to changes from features previously reported in;the JPreliminary Safety.Mlysis Reports for Falisades and Arkey Point.

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%II.

PRIUCIPAL CESIGLF?lGJRES C "eactor acntainment structure, which encloses the primary system,

.-steam generai, ora, and related ' auxiliaries, consists 'of a concrete

.'shellsin tue:fdra cf a vertical right circular eylinder w ti h a shal-loQfspheFidaluect:0 deme and flat slab base.

A one-fourth inch welde1

. mild / steel- (A-jrs) liver is attached to; the inside: face of the concrete

>ahe114.s;a prov aion u ensureLleaktightnes3.

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te b$ e-s" lab is ofireinforced concrete' construction using a high l

Latrerdth @rade. (c0,000 )' mild' steel.

Le cylinder valls are pre-1 stressed circumferentially-against hoop strass by three staggered We l systems;of.prestressing' tendons.ancnored at vertical. buttresses.

cylinder walls arej'likewise. prestressed vertically with a' series of Luniformily;3paesdLtendons_ extending frcm the top of the ring 61rder (thickenedJsection at cylinder-dome intersection) to the bottem of sthe base slab.

Local' base coment is. carried by 14S und 18S reinfore-

'ing bars-on'approximately one root. centers cut off about-ten feet frca O.the hace..

Se tdoma is.1::restressed by ~a; thre:t way tendo.n system entending across (theidome and anchored onza1 horizontal plane on the doce ring girder.

A cird offsupplemental re1nforcement consisting of. reinforcing bars

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- <fon[ eighteen l. inch centersiis ? provided on-the exterior face of the.cyl-L inderJ andJdece. :

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? Additio:d cd;plemantall rein *orcement is provided on t2e int,arior s

ifdce utj ha dccajline~and in thefanchorage aanes.. Backing channala 7

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ccre spovided:at711ner plate aplices.

Rigid shear "T" and "L" con-3.eetcrs are providedion the liner exterior _ face on, typically fif--

i Jtsen inch! centers.J

' Se'prestreasing; tendon pattern is-deflected around the cajor cylin-

- cer penetrationa1(personnel and equipment access hatches ) and.

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' additional mild' steel reinforcecent11s provided Yor-local cecent and c ahetir. < 2aae ahear is carried by? tha concrete se m.cn, cy radial sttr-

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00001 liner participatingL*,hrough ccmposite action.

III.. LOADIN'20 t

' Tne m2jor. leadings considered by the applicant includes dead load, accident' pressure, accidenn, temperature, seismic, and vind.

He has also indicated concideration of enternal prassure, 'cusyant water force; tornado Lard missile-loadings.

Re loadingo considered and their manner of comi,! nation are the same as previously used for Ibr-key Point and Falisades.

Eey include all leadingc Appropriate for

.the site with the possible exception of 22i aph for the design torna-

'do Wind speed.- Selection'of 225 mph vaa justified for Wrkey Point on' the' basis of the large water araas. A 200 mph tornado vind is, in the. absence.of definitive information that such tornado vind Eveloc-ity cannot exist at the site, considered a core appropriate value.

heir'mannerJof Icad ceabination la concidered to realistically. con-

-cider all significant load lcctbinations and is acceptable.

IV.'

DESIGN DETAIIS is applicants overall dr.cign ccacept remaina unchangeu frcu hia (Lachtel's ) criteria for Tirkey Point /c licades.

Several er.anges in

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a da:aila ' ara noteverthy, however. At our suggestion, tha deaidnar hag

raviewed datai relating to-strength in chear under co=~cined loadi:g cnd,ic. the; result,.hasirevised his design" criteria =aftar conaulcation Vith:uisiconsultants. We consider that his reuri+, ten criteria have elabified?his desi6n-approach.- We also consider that his ucasa of

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-;Ibttocra equations in consideration of radial shear reprecenta a

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' rctional and more' conservative approach to design than reliance; 1 y

- JACI;318-45. provisions.

H1's? criteria in designing to copa with P.taral ahear.rer.ains the same as:his previous finalteriteria for Wrkey e

L l Point / Palisades..

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Tne penetration design

$4E also,;considerablyJi= proved'over previouc'designc. - Le ' ^secnee-

? d. Jian}incidatesl uce 'cf sizeable rigid. ahent key: : a edcitioc ' -au-Baar Ancyofsadequate shear. resistance at penetrat t.m.

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pe < uicf Lincrossed 3,rengtn piping sections a' pnetr;ticua-to jraciuue e pipeifailure frc=. jeopardizing. liner leakage integrity at Macliner-;;enetrationjunctlan.

4 Ulsh;raapact toihatchidi23nsi6na and-details, the ecuipment aceeca

j. acch / proposed by)the'applicantJhss grown concicerably und nac canged acteuhatiin(Stractural detail'.

"'2e hatch cine 10 ninehen-facd; dianster for Oconee whersas for the -sister containmenta fo;.-

20 int ; Ed.ch ;2rkey 1*3cint,; and Palisades -it is ber&een eleven cud fedrteen feet.. Lia represents a consideraale increase in overc__

Thn ed cine.cnd, toLan entent, increacea ne designer's proolena vita

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Jrog.rd to tenden. deflection' around the opening and proper reinforce-s Jtent70rc local;:.;treusec., Houever, an. opening of nineteen foa; dium-

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etarcis notJa major: pert"rbation on.a structure of thic size.' "he

idthod analycia. thatithe applicant prepose

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not be invalidated by the increased sine.

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. entensive? instrumentation han been propoced around the openirg as a r

-.designocheck du-ing structural acceptance testing.

Tus to tice" limitations the' applicant's res onse apectram and dam 2

stabilityf analyse 6have.non. been analyzed in debil.

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~ ' #" jointed ~outl,:h0uever',;that thel rec 7cnse spectru: cre unusua; and, as

~ such kahould ba.co=nanted on an detail bylthe sicff's consultants.

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likeviQthe: a7elicar ' thaa _notLincluded earthquake ef:Jaeta in his

.a lip-Zide"1 analysis'.

Tne reviey of the den with reccrd to dynamic 6'

stdbility, E therefore,, hinIes^on acceptability of. the Neumark : "U"

values phich?should;be cypropriatelylco=mented on by the consultants.

Q 4V4 : MNIERDIS AUD' CONSTRUCTION; x#_.' Sofnatorials of.iconstruction,. i.e. the'prestrecGing syate=, tendon 4

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