ML19294A916

Notes Draft Rept on Containment Buckling Is Preliminary & Will Be Greatly Revised Before Issuance in Feb 1979.Suggests NRC Wait Until Final Rept Is Issued Before Notifying Board. Supporting Info Encl

ML19294A916
Person / Time
Issue date:	01/11/1979
From:	Schauer F Office of Nuclear Reactor Regulation
To:	Mattison R Office of Nuclear Reactor Regulation
Shared Package
ML19294A895	List: ML19294A894 ML19294A901 ML19294A907 ML19294A908 ML19294A909 ML19294A911 ML19294A912 ML19294A913 ML19294A914 ML19294A915 ML19294A916 ML19294A917 ML19294A918 ML19294A919
References
SECY-79-88, NUDOCS 7905080263
Download: ML19294A916 (10)

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{{#Wiki_filter:* EHCLOSURE I to Containment Buckling [ UNITED STATES y4 4 NUCLEAR REGULATORY COMMISSION dD h WASHINGTON, D. C. 20555 f,,E,8

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z \\; 6**..t. JAN 11 1979 MEMORANDUM FOR: R. Mattson, Director Division of Systems Safety FROM: F. Schauer, Chief Structural Engineering Branch Division of Systems Safety THRU: J. Knight, Assistant Director for Engineering Division of Systems Safety 2

SUBJECT:

BOARD NOTIFICATION OF THE INTERNATIONAL STRUCTURAL ENGINEER (ISE) DRAFT REPORT ON BUCKLING (SEB: 001) 1 The ISE draft report is considered, in the opinion of SEB Staff and that of the Contractors, a preliminary document. Since the Contractors have recently inaicated to SEB Staff that the subject d6cument will 90 through a major revision and since the fi al report will be issued n by the end of February 1979, we suggest ;; hat NRC should wait until the final report is issued before notifying the board of the subject report. Also, the SEB staff has always assumed that the buckling contract which we have with the ISE is part of the Technical Activity L % B-5 task and implementation of the task will be done through completion f-of the contract. i. Enclosed, for your information, are a summary of the ISE draft report and a summary of Technical activity B-5 task along with other applicable

i documents.

AL $ Ce ' y F. Schauer, Ch A .W. Structural Engineeri g Branch Division of Systems Safety si

Enclosures:

As Stated 9-cc w/ encl: R. Mattson. J. Knight D. Jeng H. Polk 7905080 % 3 A. Hafiz h

g." e lI' t ENCLOSURE 1 1

SUMMARY

OF THE ISE REPORT The subject report entitled " Buckling Criteria and Application of f. Criteria to Design of a Steel Containment Shell", was submitted to NRC on October 1978 in a draft form. This draft was written before 1 :- i. the Contractors had the opportunity to audit the buckling criteria i. of Offshore Power Systems as required by the workscope of the contract. Since then, the NRC staff had the opportunity to discuss this draft fC > t. with our Contractors and they indicated that the draft report will I go through a major revision before the final report is issued. The Contractors have indicated that they have been influenced by the [)' criteria adopted by the Offshore Power Systems and the discussion I i.' they had with many authorities on this subject. Nevu theless, the .ss 3 following represents a sumary of the subject document. bt 7. 1. , P, The criteria in part (a) of the current ASME Code regarding ~ buckling are inconsistent and permit the selection of the least conservative method of analysis. 4 f'. 2. The criteria of part (b) of the current ASME (NE-3222) are 5;. conservative for the loading conditions for which they are defined. As presently defined, however, they are not [.j j, necessarily the postulated loadings applicable to containment f-i e t design.

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~ 3. The Contractors proposed two methods to guard against buckling: M *. (a) Method 1 - A general purpose co.iputer program (two-N'; dimensional analysis) is used to perform a linear elastic-dynamic analysis. The results of these analyses require the applicai. ion of a reduction factor of 0.1 to account for the ,n distribution and shape of the imperfections. However, the use of this reduction factor would require the imposition of a factor of safety of 2. J N O

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I e Page 2 (b) Method 2 - All cutouts are ignored, and a one-dimensional shell of revolution code is used to perform a Fourier series I elastic dynamic analysis. The Contractors, then, recommend a ,7 variable reduction factors depending upon whether the com-pressive stresses are axial or circumferential. Also, a factor of safety of 2 is recommended. The Contractors felt that the first method should be the method of first choice. t f*, Recently, through a telephone conversation, the Contractors indicated that they will not recommend the second method anymore l :- and they will recommend a variable knockdown factors for the first method. l' t- [, 4. The Contractors recommend further study on this subject. Their c recommendations have been considered when the Staff wrote the t-workscope for the new contract, which will be issued as part of b the Technical Activity B-5 task, within the next few months.

'l7 We should also point out that as far as we know, none of the t 3 L'"

applicants are using the first method as proposed by the Con-lw t {. tractors. On the other hand, the second method had been used i5 recently by Offshore Power Systems with knockdown factors 'u different from those proposed by the ISE. .$!t- .u. 3 :. ,h -i. ]Y ru. I. h [ h ~ g s a

$,5 t i t ENCLOSURE 2 B

SUMMARY

OF TECHNICAL ACTIVITY B-5 l This technical activity, in reality, addresses two separate and ! ~ distinct subjects. One is the ductility of two-way slabs, the other is the buckling behavior of steel containments, which is the main ! i' subject of this summary. A detail discussion of this issue is E contained in the attachment to this enclosure. t With regard to the buckling problem, the task is geared to establish I-a clear, precise set of requirements to guard against buckling. [ Presently, SRP 3.8.2, Regulatory Guide 1.57 and the ASME Code prior to the Summer 1977 Addenda provide general rules for buckling con- [ sideration. These rules, are mostly applicable to loads, which are t :. categorized as static and uniform. For the loads which are i. categorized as dynamic and non-uniform, these rules may not be L applicable. Moreover, the 1977 Summer Addenda of the ASME Code j '~' permits three alternate methods in conjunction with a factor of I U;. ls. safety ranging between 2.0 to 3.0, depending upon the applicable ~ service limits. On the other hand, Regulatory Guide 1.57 recommends

l a factor of safety of 2 against buckling.

' 4 !Y b)* As part of Technical Activity B-5 and in order to resolve the conflicting views and to establish a better, clear understanding ~ of the buckling issue, we have awarded a technical assistance contract ($34,000) to ISE corporation. The final report for this contract will ~.., ' - t 6 i t y o

y. I: ~ t t Page 2 be submitted to NRC by the end of February 1979. Also, we have realized that the results of this small contract are not going to resolve all the questions which have been raised on this issue, therefore, the staff have further requested a follow-up funding and been authorized to spend another $100,000 to complete this study. The new fund will be spread over a two-year period (FY-79-$30K, FY-80-$70K). The scope of work of this new contract has already been written and the contract !A g. will be awarded within a few months. e r 9 i -I. '-C 1 e. .i. s 6 0 l' !". / n3 c. ?: ..~ ra'- i s i l' f s l I. I

t ' ] ORAFT INFORMATIO" Fdr ATEGORY U-5 TA3K IN RE5PONSE 10 ALAB-444 t B-Sb - Buckling Behavior.of Steel Containments i Problem Description The structural design of a steel containment vessel subjected to unsymmetrical dynamic loadings may be governed by the instability of the + i i: shell. For this, type of loading, the current design verification methods, e analytical techniques, and the acceptance criteria may not be as comprehen-I "- sive as they should be. Section III o,f the ASME Code does not provide detailed guidance on the treatment of buckling of steel containment vessels y, for such loading conditions. Regulatory Guide.l.57 recommends a minimum y i factor of safety of two against buckling for the worst loading condition I provided a detailed rigorous analysis, considering inelastic behavior, is performed. On the other hand, the 1977 Summer Addenda of the ASME F 1, Code permits three alternate methods, but requires a factor of safety [ 't. between 2.0 and 3.0 against buckling depending upon the applicable service limits. <; r . u. L *.* - Due to the lack of a uniform well defined approach to the problem, we have .s , t- . b# established this generic task to assess' the buckling criteria for contain- ^^'#"" ~ L: ca. ment shells. This task has the following objectives. '.i [ ..j 1. ,p. Tu review and assess the assunptions and methodology presently. used in the buckling analysis of steel containment shells, F w 1. c. l e e [.. ' I 4 i 2

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i e E ~ 2. To establish general standard design and acceptance criteria for i the dynamic / static stability of stee' containment shells, particularly for steel containments subjected to unsynmetrical internal or external dynamic loads, 3. To evaluate the computer programs presently used in the buckling j analysisand,designofsteelcontainmentsheklsbydevelopingbenchmark [ ', problems to verify these programs, and ~ 4. To perform selective detailed reviews of typical containment designs p t to assess the effect that any new licensing requirements may have f. on different types of containments. p. In order to complete this task we have an ongoing technical assistance 27 program. A recent report from ouf consultant has questioned the current {.,h, ASME Code criteria and, in particular, the methods and assumptions being used to calculate the buckling loads of steel containments. Lacking -,s

3.y detailed information, in addition to some uncertainties in the effects of some parameters on calculating the buckling load, our consultant tends

, E. y. to recommend and support a factor of safety of 3.0 instead of 2.0 as ? presently being used. -,.m 6.~, However, we are not ready at this time to make any 4; changes to previously accepted criteria since the factor of safety in !_.W w itself does not assure that the entire buckling analysis is conservative. A design based on a factor of safety of 2.0 could be more conservative 14tatt i,- 5 f l T i. t,5 h:

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3 than one based on a factor of safet.of 3.0 because of the way the i designer idealizes the problem and the way he introduces variable assumptions and parameters which influence the results. Some of these parameters are: I: the nonlinearity effects, the effects of penetrations, t the way geometric and material imperfections are modeled, and the computer programs being u' sed. Any final design reconmendations or guidelines resulting from this generic program will be evaluated, and a decision i

1. A made as to the extent to which any new position will be applied to previously accepted applications.

e t. Applicability The results of this task will apply to the design of all steel contain-I p ment vessels. However, it is specifically tailored to address the {...);(.} stability. problem associated with the unsynmetrical dynamic loading d La produced by a LOCA. L Ant-icipated Results of the Task Action Plan t . =. - " M. - . The task action plan may result in more stringent licensing requirements . (, ~ than currently recommended in Regulai.ory Guide 1.57. There is a potential - " " U-that the current minimum factor of safety of 2.0 for the worst loading s condition will not be changed, but explicit factors of safety will' aiso -h h' ' ' be required for other loading conditions. Furthermore, the task will Fd - p.' establish an acceptable methodology to be used in the design of steel y {. containments. No such uniform methodology exists today. i h.

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f l t. l 3 [t-A s_ t f i We do not anticipate that the end product of this task will result in t significant design changes, but rather will produce a clear and a precise I set of requirements for future licensing actions. This is based on the I [ following points: ^ 1. The current. minimum factor of safety of 2.0 automatically assures f higher factoYs of safety for the more likely loading conditions. I ; 2. Most designer's normally provide additional margins than the l. j _ minimum required. For example, on the McGuire application, the ~ .}. . applicant has indicated that the minimum factor of safety against I-buckling is 3.27. J: 3. Recent applications indicate that many designers have employed .several different methodologies to check the critical buckling loads. g 4. A margin of safety for older plants less than any new requirement L -a

.j, may be justifiable depending upon the design details and the probability

? of the eventr being considered. k n,. Interim 11easures c,.... L g., Currently the staff is reviewing the.bcgkling criteria on a case by ,.4 y jj., case basis. The basic design criteria being utilized are those contained ,. r. t Nji in Regulatory Guide 1.57. These criteria provide assurance that each

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[T designer has utilized a rational approach and has provided a Easic minimum 'a 0 ;c f actor of safety for the design. e-i '.' e ei e 3,. i. 4-r ,..m. _m-

~ i ) s At the completion of the current technical assistance program (approxi-mately October,1978) the staff will assess the contractor's recopenda-tions and establish, if necessary, an interim acceptance criteria, pending the completion of the generic. task. j. Alternate Courses of Action r l: If the anticipated results of this task are not realized, design modifi-I - cations such as the addition of horizontal and/or vertical stiffners I may be required. Furthermore, the use of a factor of safety of 2.0 i. [.1 does not in any way imply that buckling will occur. A reduced margin 7 I-l of safety for some plants may be justifiable depending upon the design details and the probability and safety significance of the events being considered. t It should also be realized, that the containment might c -i; regain its stability and load resistance capability even after localized budche h than a total collapse. t A.rathe Therefore, more refined analysis and l-v tests may be used to establish the adequacy of any questionable design, _.,a la-Sumary y. .$h It is the judgment of the NRC staff that the final outcome of this task .m jj will not result in significant design changes, but rather a clear, precise r, 2 set of requirments for future licensing actions. This judgment anMhe c',' fact that remedial options are available to effectively cope with unanticipated fi ' p findings from the task, consu/tute the basis for the NRC staff's recommen-F~ Z-dation to continue issuance of licenses for CP and OL applications and to pennit continued operation of operating plants pending completion of the J, task objectives. t i,*.- h i, ' j

'l l \\ ,/ p.9'. ENCLOSURE J to Containment Buckling I

• ITED TA jt

@,s. y '. f.UCLcAH b e.GULA : Hi. g vc: a.a cus. ts. c. v :.s 1.n / %... '.' f January 3,1979 r . Robert M. Lazo, Esq., Chairman Dr. Emmeth A. Luebke 1 Atomic Safety and Licensing Board Atomic Safety and Licensing B A U.S. Nuclear Regulatory Commission U.S. Nuclear Regulatory Commission [. Washington, D. C. 20555 Washington, D. C. 20555 1 Dr. Cadet H. Hand, Jr., Director j. Bodep Marine Lab of California P.O. Box 247 Bodega Bay, Cali fe. nia 94923 i g[. In the Matter of DUKE POWER COMPANY Docket Nos. 50-369 & 50-370 (William B. McGuire Nuclear Station, Units 1 & 2) I' g. Gentlemen: [, - This is to inform the Board of certain information provided in a preliminary fashion by one of the NRC Staff consultants relating to criteria in buckling of steel containment structures. The report is attached, along with a Staff evaluation of this matter. I ". In this connection, the Staff believes that the information does not N adversely affect the evaluation conducted by the Staff in this case. ,y. P The problem of potential buckling of the steel shell because of the asymmetric pressure loading generated in the ice condenser was considered S in the McGuire containment vessels. The stability of the overall shell, LF as well as the individual shell panels, was investigated. The investigation was accomplished through the use of the following references: !4n 1. )P Wilson, Edward and Ghosh, Sukmar; " Dynamic Stress Analysis of Axisymmetric Structures Under Arbitrary Loading," Report No. EERC 69-10, t. N-College of Engineering, University of California, Berkeley, California, ]E ' ]9cRO90 @ C) U g September, 1969. l; [ 3-2. NACA TN 3786, " Handbook of Structural Stability, Part VI - c ;; Strength of Stiffened Curved Plates and Shells," by Herbert ~.Becker, New M ;. ' York University, July, 1958. r: - t 3. MACA TN 3781, " Handbook of Structural Stability, Part 1 - Buckling of Flat Plates," by G. Gerard and H. Becker, New York University, L-July, 1957. l 4. NACA TN 3782, " Handbook of Structural Stability, Part II, Buckling of Composite Elements," by G. Gerard and H. Becker, New York '5-University, July, 1957. o ..,.) i I

{ i iv. \\ t c ! Reference 1 is a computer program used to calculate the stresses in the i containment shell due to the asymmetric loading. The stresses thus i 1 obtained are compared to the critical buckling stresses as calculated from } reference 2. The stability of individual shell panels is investigated ). by considering the panel first as a flat plate and then as a curved panel through the use of references 3 and 4, respectively. Duke Power has 4 indicated that buckling has been considered in all loading combinations, and the minimum factor of safety against buckling is 3.27. This minimum i factor of safety results from considering the panel as a curved plate ! 5 under the combined action of axial and shear loadings.

• b 'f We have reviewed the applicant's design criteria as summarized above, and conclude that the McGuire containment design provides acceptable i '

margins to resist the specified asymmetric loads. If you require any further information, please let us know. g Si e ely, ~ / d. /LEdward G. Ketchen Ji Counsel for NRC Sta f Enclosure as Stated L M cc (w/ encl.): e,

• J. Michael McGarry, III, Esq.

i-William Larry Porter, Esq.

i Shelley Blum, Esq. ,j Mr. Jesse L. Riley Atomic Safety and Licensing Board Panel 4 Atomic Safety and Licensing Appeal Panel jb Docketing and Service Section k$1 sp a .,c.- l + a, j s K,. l ~. , I d i p+

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We have condu.,cted, a., detailed literature s.e. arch..5 ,r p3 . c.. w. ?. - i s:. % h.sV.I'.k.r.~.rslf Q G: - {.... k5 * +l*W'h 'W.

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.4 ' i;. :. t.,.....,. ~rh. 7. ...s p 3.. o 5 L j M.L.:' U. s.,-;.. in the buckling field'requestin r Y:$Q&'.YR *&.::%?.&.*Wp^ ~.D'~g them to send us any informat *on.that R..,5 l 2 W Q } $. & ;. &.-$ N,S k ~ hy p: ps.,. p:yar ~.f,y'g'],lwould help us' td establish buckling % #;;g?. a y.npy : ..f criteria for steel containment v.:ssels- ~,2; T s-N. ;.- m,..h .,.e:g~ +;,.n.:.. . s. ..... m,.+ %..:: m.r.:- Appendix..z..: +. n-. , 2 % w,... p& p,~d(. x... . -. ~.. A contains a sample.s. : .s m- ...._~: -. g letterandalistof"peoplecontacted/*fg;r. y : %',, &+ w .'v.:. q..: L, p,,W -v,1. /. p.,. mIndi.c.idus1 metcings were also held with:.V.'.W .mq. x.:. ~.u-,,. h.,... x.. - z;. .?.v? s h.-J.--; n; g ~;;-.g..-w;..;,.lw,: y .-: a: s. n.s. .m. y g:. r- .,., ~.w- <.v.. e., m,,, <r.s... v .I. ? <. '.ie_.' d..N-, - v 2 -W ; .m.c....,.... _.. ~ y. j y,M ' %. 9...., u,. g-

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UYWY5W5Y . R. Citerley (Anamet LaboratoricsD.hl?, .k.$. , 4; ' : M er4 ?. 4.%.p;.,.A:-f $,-?,;:c. ,1

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~s xm" w.m p.t to obtain their views on." establishing buckling.f 'h~: r w+.'i :e%+':'=-: ;^r..

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• O sum:r.ary of the dynamic los'ds that Ceneral Electrfc. -q..

D. %.,..: w i., @,:m.:.5 : ~. u (. ? - j ;e.. 3 l.fi$q&s."wereceivedaNhDr..d'M.M;; M', % " 4 ' W5.G'. ;'pl-j s Q%.9 'us es. ' E. s D 6:,'d.~5f*'*lD.'i~Y.$V, esign of their containment structurcs.C .9, 1 -6.'-T. N. $.in'the d .gc ; 1 Q., t* ~ Base ?L W Y;~~? V *: 5*f'i; M.'"* S : M. N ^ % T S l,l.<*$ 1.L., ' .d on our investigations the following stakments can be made;., r f, W '.. ;;,'.. t,,'.-r ... m - ' sf. e.,..,c.. t .x. :> T..%:. j 4. +s.: * - .;,, -j . < ~ -.cs s. %..v.. *i,,* s, p,,.,. 5., ..y@., ' : * - r*.. .,...g. .,;--.* :;;G; .e % j.s t 3 :.. v' n'.. - 3 - ~ J... -...: d... ;", abou t th e,s ta t e o f.. th e ',a r t to da t e : '.46.- :. ~-.~...C n..L;.....M,.w .d. ' 2 +... s.' p;.. ?' 9 9- *- -. .. s..- ;; w <u s v: - r.r.. m. m..%. s. ~m, x,. : -. ~ -. :'.c. - s. .-.. ;...a .er r ,.y .w Most of th ; xperimental results availabic in the literature.'.!'ii.- ~ _., m. n.~~ 3 L-r- .* ^ f '- - 1. ee SM.*t.Df- .a'w,o,v...;r. f* N" ' M W 2.. r'

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~ t .a: .;c ' .q.g,, $ h h db. $ Y h h b b $ h b.Y Y Y $h$$$'ki f-. E.' .f. - [Y. X ?s.~ ' to be assessed. ' Design criteria verified by experim,ent whI & J - ~.<.- vJ. ;..n nsiders v.mm L s~m. -men - %.v.}-W' hl}.. )in hs' %c. a.s.; .,W..,Td...W...h,..-., e..-, :m.-,.. .y. o.. y 7w b.k,kf".'hf.$?.N *,$.Y*$.N'&$'5.W5'k'hhh. W; 7..%,:?%.' 'Mk .S. C.%M*. k M M.h..We effects of imperfections, dyngm% l.!S U sk asym =ctric loadings ond ic loads r - $.5.k'.h $.?.$5.k.b h knon.7*,5 I' h To obtain this typc.of!. k; 3 i b,L..*d;,g,f.y. D W/ linear effects is practically nonexistent. j .s-w.u +.m.. ~...- t n.c.. a w&dd' ?,y:., '"M.%,:g,v.W.p.m,n:r:n.1 #.*..- W t

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.y u-. ~J -;~;.q- .w w.;;. c eyng4.c, :.:. -.. ' *.. '. A % f: t.: C. n - i c " criteria is through carryin "out.a large number of' carefully. lanned.. n.~- 4.;;-W-M.w-: p v.t a - s ,.r. c. :..~,.s., tm., w.. g/4 ;.g~..t e.ey. &. x..e;c.de;..e:g v. M, pc M. 3,.-e, =.g.y.e. i.w y P. g.ng,:U3r- . v.. - ~ w. ~., p .... w. m,. ^ c s. :,g,m.. m..,-.c,

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--z4 y :.~fj f y :q - seem to have gained the confide...nce of~ engineers developing design"... ) ? 4 :':l*.'4.$.4.;?. Q~'-f,....?'. ~ ' E,nM ' &.%. M,2:O-%..m&: s&<,i' EWW..,.v..&=%Sb. r. niW.bW'.. T t f.: ". ,' criteria are BOSOR 4, STAGS, NASTRAN 'a~nd E\\RC~ Even though 'many ofTr.**-o. h.. 7..t," s ?T*~ '.$.il. :;.i. d; ;;.;,;,.'EW. dm y'i. p ~/.M,k.. s.fM..W-JM )Y..,# A P . 5 N*. f. M.. M.- g,.. M. 4 W M,. W. M. W. e % these programs consider nonlinear ef fects., _very lit / - 3 - m.. .e r! f ... a,. s 't I'g; - @.#;5.;:* W g. s.,,.4~.,;.. %,: f.;.r $ *,~ correlation'has.; .x,N,,- ),p...,,..,~ ' &. 4.,..: &. ~,q.,. c ;@ %' i.p. a. - S., -~. @r g _p. y,p..a. p. - e , f-. . sJ.=,..,;.. .2 e s-y'

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.t 'hMhNMNYI'[M,kb,. ~ ~. 9.q.. 2.'"ic. : ' - models are well known beforehr.ndil. For the actual' design condition when ~ -3.'.

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,.n. c..an o,nly,.. ;.b" e ^ us ed'q s:4. ku f fguidelin..e.s~%g,.,r :por. as. a, fir..s t. . D,,3 D, g;,.. ,. 7. <4t s n so .g g a ' ss N '. D w. MQ.M' @MWYf.*M'$ ~;MIRN'NWs tep, befo.re k,n.ockdo.wn.#.! ' m, e. .,TWM -...-ff 1~-4. c.l ' n;[ $n. p. ..* w.1.,.d,M5I.%........... .M.W'E4 t -P.. factors are imposed? It also 'seems 'important that the, limitations of.f..L ,.. :.iy:.. t h..,. m. w r t ! g.%.-y. ~' W... %. RQ. 3.p-5 f-7,. p:;s;&.&a:Mc.5.,K..4..d.:.;.M~ ~,py;:ese compute .r.u: e -- M..=.3;.RL<,&. r',;.Q. 4 *.L >:u-6 ?. % w . !r, ?.yc-

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.; c,. r .. w nw i.. - - &;;Ql 'f' j T.Y &. W,Q < W 5,* Q f p ;z g

• f
• T Q it.W :; Q Q,* 6 ;- Q U ?:.$ Q Q >. 0 & %.

.;. L

,'..J.;n.

. be easily available to those interested in the buckling characteristics.-:.W, *- P. 1 !?w. ,c-;. gt.ig *6,.n~;.c..- +m#a.vs. ' =.C. ..x.

' ~~-}1-' d,G.R b-

.1 ~:.. - w., r.

p.. ' =

,. @ h.n_;<.c of con tain=ent s truetures.1:,,.:..>-Q pm?'T,e.v%,'. 2Lm4*.p-1. %. g

v. ;.:. w. w..': -

q; .s . m;.. c. .~,... .. J C' :' 4

r....,,

%., '.. n,., - . 7,.,..:;~,%:=,.-.a -;. x;:. Q. f.. .....< v, ...". '3.c-s W W u.g w.-ky:.: % n;::* ,.,q. +.%... - a. m..su .o s%,s - .n 3., The ASME Section III Buckling ~ Criteria Regulation Guide 1.570.*; m. e , N s,. .. ;.s.. 1 L- .;;.p.L..~ ~. c.;,...,.q~ ' "5 m..; 7 2. ;. ;.. e ,.~s. p. p;u 9. 3..,,,Qh ' M Y:[ y... < pe.'-/:=l-h .a c .-s .,.:..,_,..-..3..

.. ~; c :.5. '.~

v .. g. "NE-3224,whichstatc(that .$3](E_.,. 3; - 6a y. f ;.,, m L. ;,. g,',,[,., -o f' ',..e ; y - ...,,. - v. _.... m,g(. g A..m. '. o.., y '... p$,"~.-M. .- :^ ' -.;,.c, -.w.1,.../..-

r..-,; y' r

u-m,. v.. ..s. ; 1.;...<. . 3. . r q.-. (AT. One half the value of critical buckling stress determined'by? --e- + r .-l.,~ '. f-pr....,7@.-J.. *~%- ~. ;p <.m. 9.Qy.a v -R,, -%z ;;y.

t.

• v# 1 'w.. vJ M. \\ '(q:;v,;,...c.,...-

g..,,. y

...,.s . _.a.,.a n n b. g;g .. one Of the methods given below,e.. m 3.. e..+ ..., c.n.. -n e,te e...e&. a. +,;: : . o.. ".:m-

m.

• e'j:'* X:. ~ s '.v.4 3

, =,. '. ~., y=*

.,. 3

'l t . K*.m. V*, o: -:. . ~ c; ' .. != *,.,(\\. w. s-r =r ~.4 *Ryf3 ;; h.WT e 'M a t. r ..c.; ;..-,,... .,,r.y_,,. y.- 3.,,., ;,_-i- -e .. a. , g : gz;,;.p *yy. y,n n ,s,. . ~ =.,...v,

• ' 7.q..

,a ..a.,

y'f.>'.

• .-{...-

r.

v..

'c s.... . ': e.., - % J' ' -l J ~ s % _F,.%,. *...:..:.. sh,. *)~.p'..' '.L f 'N' , f. Nr ':, ,.m.,-

• + ?. ( : : -M

., y . =.- -=. +r.:...s..c.1..A .~.;. e;. * :.-.. - a.a. h ; s'* ?. -:,.--.... V ai.

3y:

? o.- ~ ....,w .,-.s ..v: :.s.4-

w... s**%.... ;u.,.,;, a M s* - V'.

e. +i. e 6 4 v w cm.~ -, j

.r.. . r e.,.. a....~ ~3 e.' N4 ' * %. T.,. - x ....q.z c... V*W. $4... W.. s,.. v.%n. -v. ~.>.U:.Qp *. ~./.**,L W W.'.*W %.. d..K ;(N~.>. a C.W W.... '3;.@: v.' .T ~. x: ' b. (.'t w p,y.1.e,,.n,... g. %, g -. .,e. v .c ':,;,, gi.~. vM j

v.. ;

e 9 :; -&p ' n,..,.<,.,..

x -

p. h.9 W,.iy t:. e,. ' ;' ^, ;- ~

• ~

. h : *. 2 <:.y. m..., w.t m?..y,

..., r %..~.. rx +

7

... r., /N.J. * = E. ",. y '.o 4.: ,m, a.

• - 1 ** /. ;.,, t.; -

g,. y,m,. r.=,,.. '...w,.m.......e--. .,...,.... p .., ~. -.; --. . ~.w..

• e...J'**.

F . '.., s..C - F.,.. _.., m... n,., 4..,. r e.,4,.. ,.L,. u.,. 4.-. c ... s. ...,....,. 1... '..C, y M \\ ~ ' '!-3* ^. & ;...'S.. k -y + ',f...-- .,..?ll..,

• 7. t.:?s:(.'.- i:;.T * ' W. *.~.,:?,fs%,:V+

.'i.,. w ....s t .,;.;W;.W'A W -i.The other m,ethods%.'.vm. should' be used in conjunction with Method 2.GC':.W..and (. "*:;J %~t.2 .d '-i W

w W r y

N. r. .." '. %~ : ~ v :'.:~..w :em ; r" w.. ?... :5 a.:.o,A.*'.,. h. c~p:...,n s.a :-.y e 'v'~ ? p;r.W.r tD.r. c.;', e v; <is..:ctm q.y. M :- 'm',;;wa gs.p.Ce.f;G. c +'.g:ez,-.+, %e: ew r.yc. o;y. s determined by URC,'used to establish design criteria.r.,,-7 rz. v-s c. in ecial' cases. hch.:' J?5*W,plc'4'n ?".9:f ~ M:~ ;n:y,,,'~p@p vq f.v ,m:. :- 3 3 M : -- ' ~-*Q

• • u 9

. cay > V -..f :* * *M. : . Gr R. . W.:%".. M.* Q f:4 Gs Gw %:.i - ~s %'. "t-1

4.. Until'more test' data. is obtained o ' study the ef fects oC ' Imper 7

d)a. m @..C &' f.- v m.s s:-..' '4.:.y. w :~ < *y:.,y M...

f...;. t..' nd.'d'. i.P.uw ' a/;&h.-r..:A. *'w~P&e g.

m". 'w

i. :r H. -d.%*

.W:.Un.'

~.

.r- 'n Y:. - - %f r. *. %-%W. ... g:,. L ,. i ::' T.XQ.. ~,..S, asymme tric leading,' load ~ inte ?, Q;%,%.*C.'.'.iS". fcctions x,~'. K,. f. ,1(i.*2Q* QQ..a-%_M %W '.9;l'.?*b 2 *a;:ty-f.w~(K.*b..M..W.*Q. . w- - - -... s..- 7 - \\ y 'a. aconservative factor of safety such...as 3 should e used..,,,. 7., J..~ G, f ' - (l*.?.ff$. 7' _ ef fe.

h.WQQi.f' A' general procedure for determini'ng the bu cts i'

Ii QfQ: 1.^

k. k f'.&@'?.N-a o. ^.-

-. u.n ' N : 1;Q:.- cc. @ t*l. ? metaf,Q*pjrh,'U W Y'e$&hht-&.:&,i,.'*l ~h*l ?&,.'$Y.'.)Y.h (. containment 'stru ture has been developed and is summarized below/., - l ~.. Y.&E Sj Y...? & 'l.'&-@LiW~Q?,.[f**$$?.';':'. ' ; O*'i'?$ f',T y** ?$W kE,&.'..-:.

• <.,.s...s...i r_...,.:,a.. eek s " '-

The containment structure will be' accurately'"modeled byr - f @" T"" :_; T i-d"r[.E ' Q'Ifl y M.h,'. h d $, h.Q N- . N I-M N.UD S 7-9.~C.'D' M O using a general finite element' p'rogram such a@s SAP 6.or NAS ..p ir. 3:!. C j. b 4:yv :,..],.QL:~[.%.u y&,J: Q;... .!* M &.:.p; W q 9 ...p $ C " w. >..af.:y:m,%.,,;Q...E ?. Q:;-J. x.n.'M 17:*? ".R.-L'ih.,,. 1. .fa;;. 1 <.4 . i . r... yw'.. - -s a.- r -r.... ,- f L. %'.'s;. -'..~- > ' + W' ;. r The dynamic and static load combinations of E-W,L t..:.. q,'R S W. 9 2 ny.:p :'%,,.- -1 ~ :

• n '.'., yH. 9 -

2. %.e. r -;; ; 7* & :.-

, -.g. n.;;.r;...;

p* ;.,.-

.x.. d.. ,4 e.a f

n. '..

. +.. ..,yn. p w, v. :re.,.,.' %... ', G q.,.,. ",y,.a rPr, o't <* s.. ~t..)A, >.. K[, a g).f enf }gaf..g,g, ' ' s. c,.w.~3 ', R 4%.x,y. ,..e- ,y p. - r <w [..,-.. > g.<: ....v ,,^a... y -s .,.y;.m.t.m.,s.,. y?c.y

a. u. 'gs..

w.m :,4.u. J. -. [ m*4 3 s..c4.,,g. :. u,y-: -- c .? 8. > ..;i,.. -

,.s:

... n -.: d..~... p -%. $p.,f.j.. c. :,1.. ::,,.,....- s.;,.... 4,.... ;.. .w. .. =. _.,...:n. + ..... ~. , u. _;.y. b.)" construc tiod' ioads M.4... .~ ...e-. ' 6 '. " - %..% -E WW ...,,,a,.- ,,,. 4. 3-f a.v p. c :.g. :, :..m...a:4,.,, b,. -. s y'y...., -.'.;,' * *,'x,'g#- ~Y.'. Ji N. '. -. M-~~- . g. 4 L' t. ,.p .'* cr.D '.' 3NEik,:.;IM c) aecident design loads (LOCA)3,' b M::m.T,Q g;ym r ~ 6 _ Mi5 d D.$ E.' " -;n o:.,7%. 9:p.. -Q5 '-'),f & 'v.e. w ..,5 y.<.g

p.

g.; y v

s

'. 6. 4,,.i,..,.D.:,..#J.,::.;. y,, }..r,.q,,, : a,.;e.$ ,.yc, e r;,....,g;w+ m..a.1 ,.,."w. ~ pe? y r- ... e - :,.s.u_., a..>,.. s,. s,- y~ .p; a 2 -+7.Jr.., d) e~xterna1 ' f.., ~ --.. - \\ -n-. .. -:.1 r . '.m. (g m. :Qz,.;m',y,.%!.:.qq. KQMQ" ~Q. W..* <Q- 'pressurey &r;. e y.. 22 Q G.jf g,\\ L\\. "M-*n. = 3'.,.. -r V i :: A t.4 n1-g : - %;..%g-r:r:n #:, . n.-.o... ;... t : n.-s,. :z..w.;;~.d.e).scismic. loads :a'n.:'N....;.i~'.h.U ? - ~* 4-n t.W e i 4A .d M T[A f:E.' h h. W.t:&fN4'N, D,.Nd $._.'e.y: bN @M'Petictra t' ion'T6 ads'4"W.Sf5y, W'T*.Y-n'"s,.'.42%* Mf;1 W % ~u :y,? -l'.: g;:> e a..A. &.g): S.

• W '-

. - f.. M ' If*> M....C.-W;.~'Q.* u8.'.;2 2.~.f.N i'.. n c u-t*:- 'q;.- .- ;. m '.(C. '% Rt

r.., L. -

.<.+ r, e,- 5 \\~

r. q

.';" P-E.**.'.t

• ir;Myl.c.m

..e.. 6 h?.c+, -Q: -: c'k?:*! E g.6,.,:. ./;.;.u. Y.,.J.;.i,c.:; %. _t. > i.

~.n.--m.,

, o - -).mtherma1'lo .- w ,ce O,.,,1n wi~-;&. Th: ;d.., ..,~_.,,.., 4.rp++.., *&... ads.W.W.,u...Mw.E,SW.4*.3,T..t.. ';~ QM.% .. c;M' 4 M W g' P. w.N.. 6 g ...s..,a,<~.... -e-w.. s.~ - w. y. .,,,a. l T,.W','Sll".e.Ng,'#.;;&:.0M_-.-.? HP.L,4 symme tric and.#%9 '."W...Di. k~;*? 'Q' asymmetric loads'fe %~ m?,F:.4 a,, ?.'.W= t. 1 '~K' ~- 'dL n p 1.% i-. '1. Q.%]ts)c.W, y, 'M.c% f'.y:.# %,'i' ?.R,W. W. +~W-%. w,?'~: k ~y? ~ -A. 3 '.? n3. '. m%%~.M'.b U W sq. imposed - g u.M ~on the' finite element model'of'the conta W:.<. a ..,:-..w;.c-N: ..-:.a 0.; NS ~t-> r a s.)

• ?

Will be;c ,.6. : V i * '}P J.;M-f *:."r"Y d._.. w-Q.*m.;;s ng:w.*

. 3.,.f 'V' h9

; sp.-x;

:n,v-1.m..9: structure and a linear static and dynamic analysis w.f 2-QyM.~ v.:&;p.1;m W *..~ c=,=p. L&.:9 :: by.*= g.::.:.?:; ;u.:

P ~;1.:.1

.t 9 .- 1 s -. --~ n. m,

c

s..

i YC. ' T'.Sy.$4*-{y.?.., e ~Q h ]s5 W. & di -8.7 & '* O 5 *.Y*' W %- **'5'?.l,D*/!%,.'PlS.Tf f ule.i g.".*.'pm.r46:,,y c.; programs will be performed for all critical laod 'combina V. -- q. ,q 7. l NASTRAN 9 C%..,q - r ' r, . a -- s,j % y.q g v..p.g3;.2.rc;,j. y.,;.-;:.p.c.f= ~ *3 f.,.;.pa.;c.r. wf d. E.., -. t e . ;,:. e., >.k. W,.. %.. W .x. +~ 2 3.- s s-Maximum. m w ~~- x. stresses will'be determined and tabulated.."~y,' w:v %,~ e. .... cf. .c e p, y;c.en - tions. k., ".:"% l;.::... ... - l M - . w ' ?.s....;;3:fu:.

• 7".Q~,.'.%'. -~~y y- ".::,.;-b.y,.g.:. ;.ye" : L;g~<-':u..;. ; o ; - -. _.,. m. g..;: h

-. - 3, : After determinin..m.-. ~g.a set of critical maximum.. stress combina : d '.... 3... a + - c - ^ y-. ~- - - ~ O:4 '- ,.,.c 9. pac./t-w

1. ;.s.g,. y.. w.3:r>,,y..a 7.,, y;.n...wg3m:q.x. : g: g. 4..., ;..- yq..y,.

.-s s;,-T p.R ;. y. : a

a..

3 :

t. '(~,',,, ...~-

.,; -- a:

-.,.. c - 9 y3. a. y..m. - tions the maximum' stress along any meridian _ vill be assumed to.,be-c :.- 1:n. :..., a.. ;, N..,... - m ~.. y, ;,. e u <..e -*, ' -n 3,: -!., 7... f

..,:..;... w.~ i. s,- ~. u.. u : ~. + -.,,...,,.y-

..,.. ;...#.g.;.,:. :,. : ~*Y e-v:a - ^ r --,axisymmetric.' This has been shown in the.a >past-to be an ^ ^ e. .< n,

j: p..,....

W,. t ,,.cb .v. 7.' and i:onseryotive ' approximation.. These critical maximumi.c... .. f. ,,- -,p.:,;,... ~........... .,c-..,,,,. e u. w.m u...,,..,. a. s. .~_..: ..s.,. .s ~ s +<. .. n..- ~ 1 (' - 7,+.,i'.'+3..'.-~. ~f trcss D -.i ..-..;s..,,.i p,;4; cy, %.e. ..- %.,. _.s,m :2- *L'.yz. m+ v c. y:-Ty., :',:q~.;,:. z~.T-4- ,~ ^ g. ~ u . w..,,.g.gge*.x L ; :., y.$:;,. s .-- ~ U- . sw.. ~ r.e m-

v.,,,. -

z l.. c. .,c., ,1-m. m>.,w c,ombina.tions will,.t. hen be input to.th. e, B.OSOR 4. program and ~ the- /'.i'.,- .,... v. m v. ~.

• ** ~

$.Mm. ".*.:. ' eb ' d '. ... [ [*

• • .b

.' h .W. CTRL.'.d.:.k{u&d.:::.'.M, *

• A 0*.) $*'Ll.; 'k N*

[. e'E. n.* w. ,g i d., j$ f.[. f.d.' f ' T*^ '.~ '.' '.f ?-f We $. ;C 4't:*.K.-lk..s*o - W.'is*d.: [.( . ^

. h.

'.,& Ve-h I. 2.e W:al.:.' + e..d.M.O.D$& Ml C ~ E-I* A..-.- W.2. ::& '

Q.*.<;? $. 4.D...%@r.v.a%. ~,l;~$ .., - {;.;uM, s9.a -yhd'e. c. 3: z.~.t.3 ff.,m(~

• e g,;*C.3;p.,,5,q',J.'.,. y,. '.:

... v g n.s.~ .V.. .., p; i ,1. e. -..,2 v , -:.7, - p . n.- ..u... < u ,m.. u. s .m- .i ; g e. q...f ~. ; t y.. (- . f.c..q.. :....'. *. ..'%....g..h. _.'.' ? ;.); s... ' ';;D..k. 'w'.:r:Z. ?)'lr..~mt&,$ s Q.'. y r.:,.%.. 's'.*[W:. s. ,u.. 2. w ;.v.., ..s..,..r. ...a. W..'$lT,o:. N'. i.

• .% S A,

.'T.L *,%. C Q W .s d ' f ' g '5..,t.u....r.- ~. ' *

• 3 i 'i

-. u..- p.7., y *, y g. *'.g/ -s.'.s.t i ' f- '.T .- r 5t' .c- .. ~...c r.. t .l..., s n .>o.. s.:.ca. ..s. -. i',',,.

• m.

s. ~.. y,. .i.. f9*,t.,,;i-T-.- ,...:,,. d...,..,.'.e.i.. > ;~!. Jl - *,-s .., J 4j.. y, a.,,...,... i 3 ,3

• • *,*;}.j t j}.<* fa f ~i_g~.*q'_.(, t;f f.,j:ill 'b e d e term

.,as. ,. {)S. ey ;;s ;' f,,;.

a. h

.p %.;N;ng',.} ';y $... -*?."r % a3 M,..; s.;.f, c.,. - et, ..{.Q.A. -flb;,BOSOR 4

,..,e _ s, -..

y.;... ~ m =, . *.'r ',, **', l' f"' 4 5 t

• e ;.. -.*

&*Q. ' p;,r!- "@ w ;. %-5. /.;y, -...N k. &>!l.- overall'b'uckling load w Th - ~ iU:.:,G.*."'. S t. 4 D'M. M 'L C ;&'A w ' M i.#.c' %.4,prcirai' 4 'W 3 Q f;,.v_ ?,~..) n w j. - o,.; n:,p,.?. W:..t*,t:.:

r..

g

+>g, u.g.m>,w,ny.a.r on l,i. ~.,.,. J:of 4;m.= m.Ypl',.(g..near prebuckling defor.mation.s,,n

u. '.~4

• S,.a-

,.s .c -' considers'n a W*- ' analysis t'o ' de termine the b,ucklisir Iond ?',19..,m ..,.,c.....? 2.,s.. y.4,.e..,p. n.< ~ ~ r ..u q...; g Y m.:s p.g @ p p".f .3, ,,,4p; .:, g,. sv...,.g:;. m.,c.y.p m.3 +- .w. A. v,. u.. %..y. y. s. Inc'thisfy ,u.q. n.ifurcation.y....n.- n.3? %... g.n.v.f P . b... . v.d.J 4,1 .NEY Y.? h?b,hh Y Y!: ,. @. q':.e 1 4 :c <. proposed procedure as.?$'.Yb hh Nhymetric loads; interaction cffccts, dyna I...h .C.' -; +W- ?2 *. 4'Ml,:M',.T;.%.? ',rn'T."; *?.c w. *y c %.&.ch.M.:scismic ~?, }. r.,n.. w.,p

. u.-

. v. m.~.v....nav,. y ~ p.4.,: a-

?. 7.. 3 ..s W-D ?+ ..r M c &' %,f.4R ' w ' ' loadings;W i,1;.Mi: d efo r=s tion'.Q':r p' ' :@....,f.,;. ;,.C.1 f@;'t &., g.: ..O. iQ. 4.'.;. W.s,u.i.'.;.4..,. can b, e~ consideredd yk: 1.:;~ F.*.:%!.W4W W 'Th'.p@ W:. l t~3! M-4.rp.'.' . 9 em - n c.%.t.; i'.' *' 9,'(d.. > yp. ... m. y s nv. 'a

e.. e n

. n.w -.... -w ~- n-M. s F M.U..,.R c,5 '."..W.:, v...g. &c.c. hP ... M..n WiO.?.p+ - w t +c ~' $ 'f,.s.4

• io

'Y. ~~ , La.~,...s.h.f-'. : ~ ?'. f {' g {.$ 'V-Y - f m 1' Once the ov,er,al1..buckn' ng s tresses are determined.sthese y[. h !;7'*".1". Q:,u .c. . m "p W W.,p., w.e, . - 21w-vrp..n. e c a y.. r .W is,. M.W,. '.Y- ? t ' ' m v-M :.a 'M...... 5 9'g,.T!' .c., re.N)T t.. y;,,. J:.'..%.r.N.s.. 6..,.,.,,q.. buckling ;s c'.m"..es will be re, duced by. cia rgin.s.-r.hic n-w wi ,F k ' ress .j. .v .. s.e ...,.g., m..p.,- +.>.,q.. m.; ::. 2...:...,.,. a nd ' ac.tual lo a d c. :a. v -, :.. .c,. _; .,.. s;:, u a. y..m...v .w e ..n

, w-.sg~.m....:-.'.:..+....: e

(;'e. s.~.....,.,.; 7 y '.t.u .. p.. a. :._, ;...,.,.. s,, m.,~cy. x:.w.h.e d if f er ence be twe.e.n.m e..or e.t p.. th t apacitics S.Wi- .. r yy. - : i%. p. m..a..ve w. -.*?'; p. ?. A. ,.c c... %,.,,...r..,.,.....,/%.:. w,..,, ny.: ed., ,g. c. t :. ~ >.: h,. n.c % T s... a. y~m.N w.p.. y.. s... ,.;....t; F..% ~* .s. y+ .v l

• y ye,4 ~/,4.cp;.t 5 /i.'. :,T '

The NASA.d..esir.,n criteria. lower..., bound,.', mcur.ves ' bas.ed o,n '_i.e pe rimen..ts.,1.3. f, ; ..e. .n.. -A c '.. L., yL....,..s.h,.,, m. .e... 3,.

s. a.

m ' N.'.0, % ?; &... Yp dl...%= f ld di%' M' V.;.~;.] &...,A 'rg?:t. 6.-w*at-h.l. f.$ KW' O.M %,? l vda ta will be used' to d .m- . &w. n y 4 '. ..f e ...1 : y.- 'E.w.? -@.. -:ry.,-a. ~.m ..s.,-~ '.mn.K &?:x':;3 . .: -.y 'a q.; w ~

1. .. T. ww.n ::<*t" ~ ::-,.- '.....,..,,.s~:%:: i.y.<W:'a..M." W g W' dd&,.i it.$

Y r %, S.,&'$!h.*59l?$Y'

g. is investigated [5A'.W%$lIN@.'-W,

. e.6 . Af ter overall bucklin localized'bticklind 4 I.Qhr:%l$. G.*h.U$ b.:-?'k ? W N' W ". O k" 35~Y~& { U f.' g$$Y D )Wl.h,, f will then be considered based 'on t'he s

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.. + ![T; e; st *i.M.,.,sC'Li.i.ad.i "..,p.lt,,t;.,.:*: ',s, *.,. p. -. * . ~. R.. y.,V.. + *. _L*, as :~,, s. 2. t. -. 5 ~. .c .e i~ r Gegh. **'] ] a;fs;'.i.J..; A, d, ~-, s..'r 4.sv 4,.I s , e ENCLOSURE 3 ASYPRETRIC LOAD CONCERN - EXAMINATION Your letter of February ;,1979 involved the matter of asymmetric loads following a blowdown wherein the staff consultant, EG&G, Idaho had determined, in a sensitivity study, that the grid impact force is more sensitive to core plate motion than was criginally thought. This ! ~ information was contained in a memorandun from the consultant dated November 4,1977 (enclosed with your letter). This matter was provided to the North Anna Board in an affidavit by the Licensing oroject Manager on November 23, 1977. It was provided in u t-response to specific questions generated in this hearing. There was, however, no recommendation made to notify Boards, in general, until all potential matters for notification were re-reviewed on the basis of an inquiry from Congressman Dingell in January 197T. !~ The NRR Division of Project canagement recommer ded to the Cffice of the Executive Legal Director on February 24, 1978 ; hat all active Boards for plants utilizing pressurized water reactors be advised of this matter even L, though the staff had concluded that the bases for acceptability of fuel assembly designs were unaltered by these preli.ninary stud:es. The Office of the Legal Director, however, felt that the proposed description of the concern was inadequate and this led to adlitional memoranda and L' i. discussions between NRR Divisions which caustd the lengthy delay in ? l notifying all Boards. Board notifications started in September 1978 !~ e , Cont' d. > following an August 24, 1978 recommendation from the NRR Division of Project Management that the original description be used in the notifications. Copies of all these internal memoranda are enclosed for your information. i The staff has actively pursued this matter with the vendors of pressurized water reactors. Their analyses, to date, have indicated that the sensitivity clcimed by the staff consultant does not exist. l l The staff, however, has not completed its evaluation of this matter. Included with the concern of forces imposed on the fuel assembly grids by asymmetric loads is the seismic loading of these components and acceptable means for conoining these loads. The staff has scheduled 5 a meeting with the vendors and plans to have a position prepared as a change to the Standard Review Plan. The proposed final position will be reviewed by the Regulatory Requirements Review Committee prior to

I issuance and implementation.

c... [

Enclosures:

1. Memo for M. J. Grossman from D. B. Vassallo dated February 24, 1978 2. Memo for D. B. Vassallo from M. J. Grossman, dated April 10, 1978 3. Memo f or R. J. Mattson fror.. D. B. Vassallo, dated April 12, 1978 4. Memo for M. J. Grossman

n D. B. Vassallo, dated Augusc 25, 1978.

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