ML19263B652
| ML19263B652 | |
| Person / Time | |
|---|---|
| Site: | Hartsville  |
| Issue date: | 12/22/1978 |
| From: | Paton W NRC OFFICE OF THE EXECUTIVE LEGAL DIRECTOR (OELD) |
| To: | Buck J, Rosenthal A, Sharfman J NRC ATOMIC SAFETY & LICENSING APPEAL PANEL (ASLAP) |
| References | |
| NUDOCS 7901220328 | |
| Download: ML19263B652 (11) | |
Text
f' UNITED STATES
'.3 NUCLEAR RECULATORY COMMISSION 3(
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W ASHINGTON, D. C. 20555
\\'N 4 l#l December 22, 1978
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Alan S. RosenthaT, Esq.,{hd reac w.M Dr. John H. Buck Atomic Safety and Licensing Appeal Board Atomic Safety and Licensing U.S. Nuclear Regulatory Commission Appeal Board Washington, D. C.
20555 U.S. Nuclear Regulatory Commission Washington, D. C.
20555 Mr. Jerome E. Sharfman Atomic Safety and Licensing Appeal Board
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U.S. Nuclear Regulatory Commission
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Washington, D. C.
20555 W
D In the Matter of TENNESSEE VALLEY AUTHORITY c
(Hartsville Nuclear Plants Units lA, 2A, IB, & 27)
Docket Nos. STN 50-518
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50-519 6 '
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s' 50-521 Gentlemen:
This is to infonn the Board of certain information provided in a pre-liminary fashion by ne of the NRC Staff consultants relating to criteria in buckling of s+
' containment structures.
The report is attached, along with a ";aff evaluation of this mattar.
a y' In this
- nection, the Staff believes that the information does not s
adver'.
affect the evaluation conducted by the Staff in this case.
If yot. need any further infomation, please let us know.
SincerePf,)
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I William D. Paton Counsel for NRC Staff Enclosure as Stated cc (w/ encl.):
John F. Wolf, Esq.
Atomic Safety and Licensing Appeal Panel Dr. J. V. Leeds, Jr.
Atomic Safety and Licensing Board Panel Dr. Forrest J. Remick Docketing and Service Section Alvin H. Gutt nan, Esq.
Robert Pyle, Esq.
William Hubbard, Esq.
Raymond Gibbs, Esq.
Leroy J. Ellis, III, Esq.
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ENCLOSURE NRC STAFF EVALUATION OF FACTORS OF SAFETY AGAINST BUCKLING In a report cntitled " 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 f rom 2.0 to 2.75 is reconnended.
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 this 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 indica +-d above, through the help of our outside consultant, the S taff wil. dovelop our technical position further.
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D. Vassallo, Assistant Director for Light h'ater Reac tors Divisica of Project !anagement
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1;.ii gh t, Assistant Director TilRU:
for Engineering Division of Systems Safety FROM:
I. Sihueil, Chief Stiictural Engineering Branch Division of Systems Safety
SUBJECT:
I:2 FORMATIO" TO BC PROVIDED TO ACRS A':D LICE :SI::G BOARDS (SEB: 001, 002)
Ile j us t received the attached progress report from our consultant that questions the current criteria for buckling of steel containment shells.
We believe that the appropriate licensing boards and the ACRS should be notified.
It should be realized that this report is preliminary in nature and has not been fully evaluated by our' branch.
'?e believe it may have an impact on the design of steel containments such as those used for the BWR Mark III and Ph~d Ice-Condensers.
h4 Et ywcDL I. Sihweil, Chief Structural Engineering Branch Division of Systems Safety Attachments:
As stated cc w/cucl:
R. Mattson K. IJichman D. Eisenhut SEB Members L. Shao N
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J anuary ll, 1978 Dr. A. Ibfiz D ivi sica of Systan Safety Office of Nuclear Reacter Regulaticn Nuclear Regulatory Cctniccicn Washingtcn, D.C. 20555
Subject:
Buckling Criteria and applicat icn of Critcria to design of steel contair cnt shell. Narter RS-77-8.
Dear Dr. !!afin:
Oar first przrcss r*:pcrt is encloscd in accordance with the r cquirancnts of our I'RC ccntract.
We have started preparing a buckling design criteria docu:nent
- Vering the Luckling design of steel conta1=Ent shells. As parts of dcaient are ccr.pletod, they will be fon.ardcd to 'fu.
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.. re still evaluating t::e static md dyncric loadi.g conditicns i
wh Lrn the steel cc:,taiment shell is subjectcd. This study shculd L 3 carplettd shcr ly.
Plcre ccntact us if you have any gaestions relatal to the prcgress r eports.
- Sincerly, e {p.,..#'(.
) i A.F. Masri
January 3 l973 Prg res. Peport for "isuc?]in; Criteria and a:nlicarfe, u
of Criteria to Steel Containment Shell" (CRS-77-M)
As : tated in our proposal, after we received the r,.s. head f r c..n NRC a detailed literature survey would be carried out to determine the state of the art on the use of buckling criteria on the design of i::ctal containment vessels t.nder stctic and dynamic loads. The following work has been completed on this phase of the contra t:
1.
Library search.
'a'e have conducted a detailed literature search using infor:aation retrieval systems such as the Engineering Index, NASA Publications, U.S. Defnese Departmeit Publications, and the Inter-national Engineering Index.
2.
Solicited Information, k'e have contac ted the leading authoriti>,
in the buck 11ng field requesting them to send us any informat ;on that 5
would help us to establish buckling criteria for steel containment sessels.
Appendix A cont ains a sar.:ple letter and a list of people contacted.
Individual meetings were also held with:
Dr. P. Cou (General Electric)
Dr. R. Citerley (Anamet Laboratories)
Dr. C. Babcock (California Institute of Technolog/)
to obtain their views on establishing buckling criteria, safety fa_ter and ASME Code requirements.
Subsequent to the meeting 'sith Jr. Gou we reccf eci 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.
"ist of the experimental results available in the literature for dcterminina design criteria are based en model t o u ta and the correspondence betwm'n mode) t o:: r s and full
.iu s t ruc tures,till needs to be assessed.
Design criteria ver if i ed by exper i::.ca t whtch considers effecta of imperfections, d yn:na i c loads, aaynmetric loading; and non-linear effects is practically nonexistent.
To cbtain t h i r. type of information will not be an easy or inexpensive t a n r:.
It appears that our best method of obtaining experimenta] data for establishing design criteria is through carrying out a large number of carefully planc.ed model tests.
2.
A large number of computer programs exist for determining buckling loads of shells of revolution and general thells.
Programs which seem to have gained the confidence of engineers developing design criteria are B03OR 4, STACS, !.ASTRAN and !LiRC.
Even though many of
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these programs censider 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 imperfections and leadings are not well defined, ccmputer programs can only be used s guidelines or as a first step before knockdewn factors are imp, wl.
It also seems important that the l imita t ions o f these computer programs should be well documented and the codes should be easily available tothche interested in the buckling characteris*ics 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 one of the methods given below i
1.
P,ino r oo r analysis which considort nruss and local Lud in.,,,
geor..e t r ic 1:. pe r f ec t i o ne, nonlincasitica, la r,;. d e f o r.:..
t t o n s,
and inertia forces (dynamic loads only),
2.
Classical (linear) analysis reduced by riargins which reflect the difference bet:ce, theoreti.;al and actual load c..pacities.
3.
Tests of physical redels under conditions of constraint chich reflect the difference betwe.n theoretical and actual Icad ca pa c i t i c *,.
caus t be chanc,ed.
The use of these criteria permits designers to select the method which yields a bucklin.; stress which is 1 cast con-servative.
In fact, even with the use of the one half factor it is possibic for a nhell to buckle at a stress belc,w that predicted by
!!ethod 3.
For exanple, it is well known that sone axial coa.pression d
cylinder model tests yield results for carefully made specimens close to 90 percent of the classical buckling value ar.d ou.ers with imper-fections 'f eld results less than 20 percent of the classical value.
i The use of 2:ethod 3 is valuable in est.ablishing r,uidelines for buckling criteria but could Se dangerous and yield unconservative % ckling stressea if the physical models did not exactiv approximate the 1
-ing and imperfec**,ns of the full scale opera'.ing nadel.
Since it is impossible to know the exact geometric imperfecti.ons and static and dynamic lomings of the full scale operating model, >:ethod I which uses rigorous analysis has se me of the same probices of diet'ted 3.
In cases where these factors were known for test modele, rigorous analyscs were nat, in r.:as t cases, able to accurately predict the experimental buckling value.
1:os t authorities in the field ap,ree thar itethod 2 is the most reliable 7.ethod and this should be reflected ia the ASm Section III Re",ulatery Guide 1. U
The other methods should be acd in conjunct ion wi t!. %thod 2 and nly in special cases, de t ermined by 4'.C, u:;ed to ea tabli:.h des ign c r i te r ia.
4.
Until more test data is obtained to studj the c i:._- c t :, of imper-f cc t ions, asyr.:e t r ic loading, load interaction, dynataic and nonlinea r effects, a conservative factor of safety such as 3 should be used.
5.
A general procedure for determining the buckling stress of a metal containment structure has been developed and is summarir.ed below.
1.
The containment structure will be accurately c:odeled by using a general finite element program such as SAP 6 or.:ASTRA::
2.
The dynamic and static load cor.binations of a) dead loads b) construction loads c) accident design loads (LOCA) d) external pressure e) scismic loads f) penetration loads g) thermal loads 11 ) sytmetric and asymmetric loads will be imposed on the finite element model of the containment structure and a linear static and dynamic analysis using SAP 6 or NASTRAN programs will be performed for all critical laod coc.bina-tions.
Maxinum stresses will be determined and tabulated.
3.
After determining a set ot' critical maximum stress combina-tions the maximum stress along any meridian will be assumed to be axisymmetric.
This has been shown in the pa.,t to be an accurate and conservative approximation. These critical maximum stress con;binations will then be input to the 30SOR 4 program and the overall buckling load will 1 e det ermined.
The oJSOP 4 program considert nonlinear prebuckl ing def ormat iot.s and ;. crier-a bifurcation analysis to determine the buckling load.
U :. n,*, this proposed pr ocedure asynt..e t ric load;, interaction effects, dynamie l oad in g*;, selsi..ic eflects and nun]inear ;>r< buck 1 i ng dei e r.a t ion can be con:;ideredd.
4.
Once the overall buckling stresses are determiaem, these buckling stresses will be reduced by marr, ins which will reflect the dif f erence between t.heor atical and actual load capac it les.
The NASA design criteria icwer bound curves based on experimental data will be used to determine these reduced margins of safety.
5.
Af ter overall buckling is investigated, localized buckling will then be considered based on the stresser, obtained from the linear static and dynanic analysis.
Any part of the structure that does not satisfy both the local and over:til buckliar requirements will be redesigned until these criteria are satisfied.
At the present time we are
- 1) evaluating the various containnent vessel lead ing cond i t ions ahich must he cons idered to de ter:r.in,- the applied static and dynamic stresses.
- 2) synthecizing the information that we have obtained and evalua-ting and recasting this inf ormation in the form of a buckling criteria design document.
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SUllOOf. Ol' i Nt M MEI?!G g>LPAR I MI.?. T t il Cl\\ II. I. ngl.'.LLEING Cctober 12, 1977 Der.r Collearj eo:
The unde cigned are..nvolved in a project which requirec the co..p il a ti o:t of informtion on t.ho buckling of ;helin, including t; hells of revolutien, ua nsr locali ac a and nor r c. etre.c loading.
Ma intend doing a thorno4h 1.urve/ of the cron literature u ucll as relying on.och cen.,,a a!u.a an tte Column Fetcarch Cc.71:!ttee of Jaran's llandtook of Stratural Stability and Arplied lecc.h.ics Reviews.
We aro cence: ned, ho,c : ve r, that truch useful informition will be overlocked bec.w:.e of the relativo ch: curity of. the journal in which it ic pubiluhed 0.: its unt,vailability in journal form.
Tl.us, uc vould it grateful ler any help Ubich you nir;ht give
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in thin taar. by tak)ng a few cc.ents to cearch you:
un rc: te r. and your files for titlea ar.d authora of paporo and rerott. en the subject of buckling unJor nonsyr..tric loading.
Copics of hard-to-yet itemr. would be apprectated.
Your aid will be acknowledged in the final rcport on the nubject.
Sincerely, 7) b.,'.bjomch Q %w l4b'd s
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b-y S.F.
Manri P. Seiin V.I. Wei gartetr Professor Professor Professor and Chailm3n Dept. Civil Engineering PS/lrm s
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P. Btulianr.ky, lia r v. rd Pa;ternit)
J.W. Ilu t ch i n:mn, !!ar :rd i'nivers i ty W.T.
Koiter, Technilo".:al Calversit;. of Delft, the ':c t..e r l.u:d.;
U. J. Ilo f f, '; t in f o rd Un i e e r r.. t y C. il. Steele, ;tanford Iniversity W.
F1 tn;;;e, S t anf ord Uni ve rs i t;.
J.
Sinrrr, TechaIon-Israel In it i tut e of Techo.. logy W.
Nachba r, Un verr.i t y o f Cali! oi nia at La Jolla Dr. L. ll. D. ant 11 Dr.
D.
Bui.ht.el l, I.ockheed-Pa lo Alto Research Laboratotics Dr.
B.O. Almro th, Loci.i. ecd-i'a l o A l to Resea rch I.abora tu r w.
D.
Brush, Universi t;. of California at Davis C.D.
Babcoci, Califoraia Ins t itute of Technoi nav E.E.
Sechler, California Institute of Technolecf M.
Baruch, Un iv. rs i t ' o: Wiscor.in G.J.
S im i t ::e,, Geo ry t c.
inst!tute of Technoloa,y G Wempner, Georgia Innt.tute of Technoloc,-
T. il. ll. Pfan. :iassachusetts I n.c. t i t u t e of rs ehnology W.A.
- anh, I n ivers. I t > of 'tansnchunetts, Arher..t C.S. lis u, Un !v"r:.i ty of Ca li f or: iia at B e t ia I m'y E. li. Dill, Un iversi t-of 'l ash in;; ton x
J. Arboca, California I n:. t i tu t e of Techno]nnv A
Dr. J. ll. Starnes, J r.,. ASls-Lang l ey P.esea r ch Cen t er E.F. Masur, Univernity of Illinois at Ch i c.o;o C i rc ' e Dr. V. Tvery.ird, Dan irh Cen t er f or Appli s d '. :t he:
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an i ' tech.:n. ;s Dr.
F. I. ::iocd con,
ani'.h Cente, f or Appi t cd ::a the.'a t i cs and :lechanics Dr.
M. Es s i in;wt, Innt it ut for Flur,zer ban, draunschweig, Germ uty A.C. Walker, Univers it, Collery, I.ondon J.!!.T. Thog pson, Un ivers i ty Colle e, London R.M.
Evan-lwanew;ai, 9yracuse University D.C. Ash ell, Un i v e r s i t ', Ca l l e r,c, Cardiff, Wales Dr.
E.I. Crinalyuk, Acaderv ef Sc iences of the USSR, : mrew Dr. W.F. 'lhieltmann, D'JI. Inst. for reitim eit, :tu ; h e i r.-h uh :
Ger:.any Schell, Tm hne i c e i c a l F u.i v u r :. i t 'f, Darratedt. Ge r:Nny Dr.
C.D.
tiller, Ch 2. '.i.a iir i dr.e an.! 1ron Cn.pany
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