ML19263B650
| ML19263B650 | |
| Person / Time | |
|---|---|
| Site: | 05000496, 05000497 |
| Issue date: | 12/22/1978 |
| From: | Ketchen E NRC OFFICE OF THE EXECUTIVE LEGAL DIRECTOR (OELD) |
| To: | Bechhoefer C, Decker R, Holton R AFFILIATION NOT ASSIGNED, Atomic Safety and Licensing Board Panel, Oregon State University, CORVALLIS, OR |
| References | |
| NUDOCS 7901220320 | |
| Download: ML19263B650 (11) | |
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b UNITED STATES o
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' 'A NUCLEAR REGULATORY COMMisslON WASHINGTON, D. C. 20555
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December 22, 1978
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Charles Bechhoefer, Esq.
Mr. Ralph S. Decker 3g Atomic Safety and Licensing Board Route 1, Box 190D a ca U.S. Nuclear Regulatory Commission Cambridge, Maryland 21 8E Washington, D. C.
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33 Dr. Robert L. Holton p
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NORTHEAST NUCLEAR ENERGY COMPANY, ET AL.
Qf' (Montague Nuclear Energy Station, Units 1 & 2) g//,
obr Docket Nos. 50-496 & 50-497 Gentlemen:
This is to inform the Board of certain infonnation provided in a pre-liminary 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.
In this connection, the Staff believes that the information does not adversely affect the evaluation conducted by the Staff in this case.
If you require any further information, please let us know.
Sincerel y, l
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~177 n Edward G. Ketchen Counsel for NRC Staff Enclosure as Stated cc (w/ encl.):
Mark I. Berson, Esq.
Atomic Safety and Licensing Board Panel William H. Cuddy, Esq.
Atomic Safety and Licensing Appeal Panel Karin P. Sheldon, Esq.
Docketing and Service Section Jack D. Curtiss, Esq.
Ms. Diane Sidebotham Ellyn R. Weiss, Esq.
E. Tupper Kinder Frederick J. Muehl Gregor I. McGregor, Esq.
Laurie Burt, Assistant Attorney General Edward J. Dailey, Esq.
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EtiCLOSURE f4RC STAFF EVALUATI0fl 0F FACTORS OF SAFETY AGAIriST BUCKLI?iG In a report entitled " Stability Criteria for Primary Metal Containment Vessel Under Static and Dynamic Loads" written for GE by R. L. Citterley of Anamet Laboratory, Inc., a factor of safe'.y against buckling ranging from 2.0 to 2.75 is recomrended. Also recently the 1977 summer addenda of the ASME Code requires a factor of safety of between 2.0 and 3.0 against buckling depending upon the applicable service limits.
Due to the lack of experimental data and uncertainties in establishing the theoretical buckling load, we have an ongoing technical assistance program to study this issue.
It is expected that any final design recom-mendations or guidelines resulting from tnis program will be evaluated for possible use in our licensing review work. We are not at this time in a position to make any changes to previously accepted criteria.
However, we have urged applicants to study their buckling criteria further and form a strong technical basis for their approach. As indicated above, through the help of our outside consultant, the Staff will develop our technical position further.
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[.J-,,4, urnTED STA TES NUCLEAR REGULA TOf tY COMrAISSION f,,,}
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WAsumuTON. D. C. 205G5 r R 'ji.2 h f l J!di 3 0 1973 g%+..../
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MEMORANDUM FOR:
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B. Vassallo, Assistant Director for Light L'ater Reactors Division of Project Management Q g '-
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J. P. Knigh t, Acsistant Director
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for Engineering l
Divisicn of Systems Safety FROM:
- 1. Sihweil, Chief Structural Engineering Branch Division of Systems Safety
SUBJECT:
INFORMATION TO BE PROVIDED TO ACRS AND LICENSING BOARDS (SES: 001, 002)
We just received the attached progress report from our consultant that questions ;he current criteria for buckling of steel containment shells.
We belic,e that the appropriate licensing boards and the ACRS should be notified.
It should be reali::cd that this report is preliminary in nature and has not been fully evaluated by our' branch.
k'e believe it may have an impact on the design of steel containments such as those used f or the BWR Mark III and "WR Ice-Condensers.
/M- [< f~DL I. Sihweil, Chief Structural Engineering Branch Division of Systems Safety Attachments:
As stated cc w/ encl:
R. Mattson K. Wichman D. Eisenhut SEB Members L. Shao
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INTL;l:N ATIf >N A I..M i ItUCTUlf A1.
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J J anuary 11, 1978 Dr. A. Ilafic Division of Systen Safety Office of !Mclear Reacter Psgalaticn Nuclear Regulatory Ccr.raission Washington, D.C. 20555
Subject:
Buckling Criteria ard applicat icn of Criteria to design of steel centaircnt shell. :2 ber RS-77-8.
Dear Dr. !!afi2:
Our first progress report is encloscd in accordance with the regaire cnts of our GC centract.
We have started preparinc a buckling design criteria doc =.ent covering the tuckling design of steal ccntaim.cnt shells. As parts of
^is dcct=mt are ccepletcd, they will be fo:.ardcd to you.
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's We are still evaluating the static and dync.mic leading conditions
- M:n the steel ccntabrent shcll is subjecccd. This study shculd L 2 car.pleted shcrtly.
21 case contact us if you have any questions relatcd to the prcgress r etcrts.
- Sincerly, 4 %... - (
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A.F. Pasri
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January 3, 1973 __Prgrfss Report for "isucklin; Criteri. and Aunlica ien of Criteria to Steel Containment Shell" (#RS-77-8) s As stated in our proposal, af ter we received the r,o-ahe.nl f ro:n NRC a detailed literature survey would be carried out to determine the state of tPe art on the use of buckling criteria on the design of metal containment vessels under static and dynamic loads. The following work has been completed on this phase of the contract:
1.
Librarv search. We have conducted a detailed literature search using information retrieval systems such as the Engineering Index,
$ASA Publications, U.S. Defnese Department Publications, and the Inter-national Engineering Index.
2.
Solicited Information. We have contacted the leading authorities in the buckljng field requesting them to send us any informat;on that would help us to establish buckling criteria for steel containment sessels.
Appendix A contains a sample letter and a list of people contacted.
Individual meetings werc also held with:
Dr. P. Cou (General Electric)
Dr. R. Citerley (Anamet Laboratories)
Dr. C. Babcock (California institute of Technology) to obtain their views on establishing buckling criteria, safety factor and ASME Code requirements. Subsequent to the meeting with Dr. Gau we received a summary of the dynamic loads that General Electric uses in the design of their containment structures.
Based on our investigations the following statements can be made about the state of the art to date:
1.
Most of the experimental results available in the literature f or determining design criteria ire balsed en model tcuta, and the correspondence between model tents and full 3.1ze structures still needs to be assessed. Design criteria vertt'ied by experiment wh ich con::iders e f f ects of imper f ec t ions, dynamic loads, anyt=e tric loadings and non-linear effects is practically nonexistent. To obtain this type of information will not be an easy or inexpensive tass.
It appears that our best method of obtaining experimental data for establishing design criteria is through carrying out a large number of carefully planned model tests.
2.
A large number of computer programs exist for determining buckling loads of shells of revolution rul general shells.
Programs which seem to have gained the confidence of engineers developing design criteria are B050R 4, STACS, NASTRAN and MARC.
Even though many of
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these programs consider nonlinear effects, very little correlation has been obtained between the results of these computer programs to predict experimental buckling results even when the imperfections of the test models are well known beforehand.
For the actual design condition when imperf ections and loadings are not well defined, computer programs can only be used as guidelines or as a first step before.:nockdown factors arc imposed.
It also seems important that the limitations of these computer programs should be well documented and the codes should
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be easily available to those interested in the buckling characteristics of containment structures.
3.
The ASME Section III Buckling Criteria Regulation Guide 1.57 NE-3224 which states that (A) One half the value of critical buckling stress determined by
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one of the me".heds given below
1.
it i go r o u c. analysis which considers gross and local Lui.k lin,,,
geometric i: ape r f e c t io ns. nonlinearitics, large deforn.ations, and inertia forces (dynamic loads only).
2.
Classical (linear) analysis reduced by nargins which reflect the dif ferc. ice between tH oretical ard actual load c..pacities.
3.
Tests of physical models under conditions of constraint chich reflect the dif f erence betwe., theoretical and actual load capacit i cs.
must be changed.
The use of these criteria permits bsigners to select the method which yields a bucklin.; stress which is least con-servative.
In fact, even with the use of the one half factor it is possibic for a shell to buckle at a stress below that predicted by Method 3.
For exauple, it is well known that some axial compression f)\\
cylinder model tests yield results for carefully made specimens close s
to 90 percent of the classical buckling value ar.d others with imper-fections yield results less than 20 percent of the classical value.
The use of Method 3 is valuable in establishing guidelines for buckling criteria but could 'ie dangerous and yield unconservative buckling stresses if the physical models did not exactly approximate the loading and imperfections of the full scale operating model.
Since it is impossible to know the exact gecnetric imperfections and static and dyaamic loadings of the full scale operating model, Method I which uses rigorous analysis has some of the same problems of Method 3.
In cases where these factors were known for test models, rigorous analyscs were not, in tr.a s t cases, able to accurately predict the experimental buckling value3.,
Most authorities in the field agree that Method 2 is the most reliable n.ethod and this should be reflected ir; the ASME Section !II Rer,ulatory Guide 1.57
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The other methods should be used in coiijunct ion with %thod 2 and en:y in special <;ases, determined by
..P.C, used to establi:.h design criteria.
4.
Until more test data is obtained to study the e f : c e t t, o! inper-fcctions, asymmetric loading, load interaction, dynamic and nonlinear effects, a conservative factor of safety such as 3 should be used.
5.
A general procedure for determining the buckling stress ni a ental containment structure has been developed and is num.m.ari?.cd below.
1.
The containment structure will be accurately modeled by using a general finite element program such as SAP 6 or ::ASTRAN.
2.
The dynamic and static load con.binations of a) dead loads b) construction loads c) accident design loads (LOCA) d) external pressure c) scismic loads f) penetration loads g) thermal loads
- 11) syr metric and asymmetric loads will be imposed on the finite element model of the cuntainment structure and a linear static and dynamic analysis using SAP 6 or NASTRAN programs will be performed for all critical laoJ combina-tions. Maximum stresses will be determined and tabulated.
3.
After determining a set of critical maximum stress combina-tions the maximum stress along any meridian will be assumed to be
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axisymmetric.
This has been shown in the pant to be an accurate and conservative approximation. These c ritical maximum stress combinations will then be input to the B030R 4 program and the
overall buckling load will be det ermined. 11w C OS OP.
1, 5.regram considert nonlinear prebuckl ing def ormatior.s.m.1 perf orrs a bifurcarJon analyuis to determine the buckling lead.
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this proposed procedure asyr..r etric loadc, interaction effects, dynamie loadings, seist.ic erf ects and nun!incar pr< buck 1Ing deiermation can be consideredd.
4.
Once the overall buckling stresses r.re determiaed, these buckling stresses will be reduced by marr, ins which will reflect the dif ference between theoretical and actual load ca;,acitics.
The NASA design criteria lower bound curves based on experi:aenta.1 data will be used to determine these reduced margins of safety.
5.
After overall buckling is investir,ated, localized buckling will then be considered based on the stresses obtained from the linear static and dynanic analysis. Any part of the structure that does not satisfy both the local and overall buckling requirements will be redesigned until these criteria are satisfied.
At the present time we are
- 1) evaluating the various containment vessel Ivad in3; conJitions which must be considered to determin - the appliud static and dynamic stresses.
- 2) synthesizing the information that we have obtained and evalua-ting and recasting this information in the form of a buckling criteria design document.
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U NI V l:R SITY OF SOUTHERN C A! lFORNI.
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scllpor. Or LNGINEERING DEPART.'.11.NT Of CIVII. f.NGINtLP.ING Cctober 12, 1977
Dear Collcarjee:
The undercig:cd iire f.nvolved in a project which requires the cor.pilation of infor: ation on the buckling of : hells, including chcIls of revolutien, ur.:iar localiced and nonsp. metric loading.
lie intend doing a thoromh survey of the open literature ra ucll as relying en cuch cen.pendite..i an tt'c Colur.n Recoarch Connittee of Japan'a Ildndbook of Structural Stability and Applied Mcchiinics F.e viewa. We aro concerned, how.:ver, that eucir useful info::mtion
,iill be overlocked Lecitur.e of the relative otreurity of the journal in which it in publiuhed or its unavailability in journal form.
f Thus, ue vould be grateful ter any help uhich you raight give in this tat,k by taking a few ece.ents to cearch you: nenery and
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us your files for titles an.1 authors of papero and rerotto en the cubject of buckling under nonsymetric loading.
Cepica of hard-to-get ite:nn would be appreciated. Your aid will be acknowledged in the final rcrort on the nubject.
Sincerely, 7
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S.F. Macri P.
Selau V.I.'Weingartecy Professor Professor Professor and Chair:un Dept. Civil Engineering PS/lrm s
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B. Iludiannky, lia r.ard t!niverc ity J.W.
Ilu t. chi nson. !!arvard University W.T. Koiter, Technilorical Uaiversity of Delft, the Netherlands N. J. llo f f, c.tanf o rd l'n i vers i t y C.R. Steele, Stanford 1:uiversity W. Fl u i;-,e, S tanf ord l'alversi ty J.
Sinner, Technion-Israel Institu'e of Technology W.
llachbar, linivernit y of California at La Jolla Dr. L.ll.
D<.nne l 1 Dr.
D.
Bushnell, !.ochheed-Palo Alto Research 1.aboratories Dr. B.O. Alraroth, Lochl. erd-Palo Alto Research Laboratories D. Brush, University of California at Davis C.D.
Babcoc's, California Ins t itute o f Techr.ol nav E.E. Sechler, California Ins,itute of Technology M.
Baruch, l'nivi csit y of Wisconsin G.J. Simitnes, Georgia in::t i tute of Technolof,y G.
Wempner, Georgia Inst.itute of Technology T. it.ll. Pian. Massachusetts Institute of technoloc,y W.A. Nash, University of Massachunetts, A-herat C.S. Itsu, Univ <rnity of Califernia at Betkeley E. ll. Dill, l'n iversi ty of Washington x
J. Arbocz, California Int.titute of Technology Dr. J.ll. S tarnes, Jr., SASA--Lang. ley Resea r ch Center E. F. Masur, l'nive rs ity o f Illinoir, at Chicago Circle Dr. V. Tvergaard, Danish Center f or Appli ed ?!a the:-::t ies and Mech.inics Dr. F. I. M iocdson, Danish Center f or Applied ' a thematic:: and Mechanics Dr. M. Erslinger, Institut fur Flu zerzban, Braunschweig, Germany A.C. W 21 ker, Univern i t - Coll e;;e, i.ondon J.M.T. Thr paan, Uni /ersity Colle.",n, London R.M. Evan-lwanow;Ai, Syracuse University D.C. Ashwell, l'niversity College, Cardiff, Wales Dr.
E.I. Grigalyuk, Acadeny of Sciences of the USSR, Moscow Dr. W. F. '1h i elt mann, DVL Ins t. f ur Felti;;r c i t, Mulhein-Ruhr, Germany W. Schell, Techno) er.i ca l l'a ive rs i ty, Darn.; tad t, Germany Dr. C.D. Miller, Chicano Cridy.c and Iron Company
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