ML19220A218

Reg Guide 1.130,Rev 1, Svc Limits & Loading Combinations for Class 1 Plate-&-Shell Type Component Supports

ML19220A218
Person / Time
Issue date:	10/30/1978
From:	NRC OFFICE OF STANDARDS DEVELOPMENT
To:
Shared Package
ML19220A219	List: ML19220A218 ML20148C243
References
REGGD-01.130, REGGD-1.130, NUDOCS 7811010304
Download: ML19220A218 (5)

Text

F evision 1 p~

U.S. NUCLEAR REGULATORY COM MISSION October 1978 i) @-f,; R EG U LATO RY G U D E

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OFFIC' OF STAND ARDS DEVELOPM ENT Regulatory Guide 1.130 9

SERVICE LIMITS AND LOADING COMBINATIONS FOR CLASS 1 PLATE-AND-SHELL-TYPE COMPONENT SUPPORTS A. INTRODUCTION plants bocaase they retain components in place durmg loadings anociated with normal and upset plant con-General Design C.riterion 2

' Design Ikses for ditions unde the strew of specified seismic esents, Protection Against Natural Phenomena. of A w t-dn A, %,eneral Design Criteria for Nuclear Power thereby permittine ss stem components to f unction

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properh. T hes a'so pres ent excessne component Plants,, to it) (,FR Part 50, ' Domestic 1.icensine of ti mosement durine 'he loadines associated with emer-Production anJ l lization 12.hties, requires that the design bases for structures, sy stems, and compo-enes and f aulted plant conditions combined with a nents important to saf ety retlect appropriate combi-specified senmic e -ent or other natural phenomena, nations of the ettects of nornial and accident condi-thereby helping to mitigate sy stem damage Compo-tions with the ettects of natural phenomena such as nent supports are deformationnensitis e because large Jetormations in component supports may s i g r. i t i -

earthquakes l.he tailure of members Jesigned to cantly change the stress thstribution in the support upport saf ety -related components could jeopardi/c the ability of the supportcJ component to perf orm its ss stem and its components.

saf ety function.

In order to proside a consnient lesel of safety. the This guide dehneates acceptable lesels of sersic, ASME hotter and Pressure Vewel CoJe classifica-hmits and appropriate combinations of loadings tion for component supports should, as a mmunum, as-sociated with normal operation. postulated accidents, be the same as that of the supported componenn a.d spect' id seismic esents for the design of Class 1 This guide delineates les els of sersice linnts and plate-andahell-type component supports as defined loading combinations, as well as supplementary in Subsection NF of Section til of the American So.

criteria, for Class 1 plate-and-shell-type component ciety of Mechanical Engineers ( ASME) Boiler and wpports as defined by NF-1212 of Section 111 of the Prewure Vessel Code ' Tha guide apphes to light-Code. Snubbers are not addrewed m thn guide.

w ater-cooled reactors Subsection NI of Section 111 pernuts the use of

'Ihe Adsisory Committee on Reactor Saf eguards three methods f or the design of Class I plate-and-has been consulted concerning this g' i m and has shell-ty pe component supports: (1) Unear elastic concurred in the regulatory position analy sis. (2) load rating. and 0) esperimental strew analy sis. For each method, the ASME Code de-B. DISCUSSION hneates allowable stress or loadua lim:ts f or s ar.ous de fineti by Ni -3113 and Code sen ice lesels. as I oad-bearing members clawitied as component N C. A _,14.,..,. s, h i o f S e c t io n l i l, s o t h a t these lim!ts supports are essennal to the saf ety of. nuclear power can be used in conjunstion with the resultant loadmps

• l ines ina.t a e whta~ n s e t ha pes f r6en pres ums inue or stresses f rom the appriipriate pl. int timditiiins r

Since the Code does not specify loadmg combina-

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\\ cssel caes semon II:. t h.is 'n 1. I W L h n.

WJme P t tions, guidance is needed to prosiJe a consntent r

W" w mer u 'cui mem cm es a the cme w be e basis f or the destpn of component supports timed f rom the \\ men o %.ety of \\tet h em d I neiretrs I. Glied l neincefin/ l'e r.' e r. 45 l ast 4 't h Ytt et. New imk.

Comptinent suppiirls cimsidered in this ptilde are Ni inol' located w; thin Senmic Category I structures and

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therefore auumed to be protected against loadings with the values of E and S of the component support y

from natund phcnomena or man-made hazards other material at temperature.

,i than the specified seismic esents Thus onh the owaNe senice hmit f specified sei_mic events need to be consider'ed in derised on a dif ferent bas \\ or bohed conn is that uries with the si/e combination with the loaJings av ociated with plant of the bolt. For this reason, the mercases permitted

{ conditions to deselop appropriate loading combina_

I by NF-3222,3 and F-1323.luu of Section ill are not I

tions. When lo dings caused by ratural phenomena directly applicable to bolts and bolted.onnections.

other than seisn.ic esens sucb as the subsidence of I

the land surtace as a reult of largeocale ground-

2. Design by I.oad Rating l

t water withdrawals exist, t'ies should be specified in the Design Specification, and the loading combina.

When load-rating methods are used, Subsection NF tions renectine the ine'asion of these huJines should and Appendix F of Section !!! do not proside a lesel be reviewed. '

D load rating. This guide prosides an interim method for the determination of the load rating for bei D

1. Design by Linor Elastic Analysis

linh, When the linear-clastic-analysi, method is used to

3. Design b5 Esperimentai Stress Analysis

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design Class I plate-and-shell-type component sup-ports, materia! properties are gnen by Tables 1-1.1, While the collapse load for the experimental-3 l-l.2, and 1-11.1 of Appendix 1 to Section ill and stress-analysis method is Jefined by 11-1430 in Ap-Tabie 1 of the latest accepad sersion; of Code Case pendis 11 to Section 111, the design linuts for the 1644 These tables list salues for the desien stress experimental-stress-analysis method for sarious i

intensity Sm at s armus temperature s Yet'les el D operating condition categories are not delineated senice hrqits are Jetern'ined by Sm. S, and S The This deficiency can be remedied by the interim load-rating method also requires the use of S, method described in this guiJc.

( Large Deformations

'the mimmum yield strength S, at sarious temper-atuie, could be found in Tables I-2 1. 1-2 2, and The design of component supports is an iategra!

l-13.3( f Appendix I to Section ill and Table 3 of the part of the design of a sy stem and its components. A latest accepted sersion' of Code Case 1644 for the complete and consistent design is possible only when desiga of Class I plate-and-shell-ty pe ccmponent sy mnWomponent.componentouppo-t interaction is suppe-ts, but salues for the ultimate tensile strength properly considered When all three are esaluated on S abr,vc room temperature are not listed in Section an elastic basis, the interaction n usually valid be-u 111. The interim methods proposed by this guide cause indisidual deformations are small. Iloweser, if should therefore be used to obtain salues of Su at plastic analysis methoa are used in the design proc-tempera:ure in order to proside a safe design margin.

en, large d. formations that would result in substan-While NF-3222.3 and F-1323. Ita) of Section III tially dif ferent stress distri'>utions may occur.

permit the increase of allowable seruce limits under For the esaluation of the lesel D senice limits, various loadine cond'tions, F-1370ic) lumts the in-Appendix F to Section til pernnts the use of plastic crease to two-thirds of the critical buckhng strength ana!ysis inethods m certain acceptable combinations of the component support at temperature. Howeser, for all three elementt These acceptable combinations l NF 321Itd) and NB 3220 do not specify the percent-are selected on the assumption that component sup-l age of critical buckling strength for lesel A senice ports are more deformation-senutne (i.e.

their de-I limits Since buckling presents Shake-dow n ' in a formation in general will hue a large effect on the load-bearing member, it must be regarded as control-stress dntribution in the ss stem and its components).

ling for the lesel A senice limits, and F-1370ic)

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must be regarded as controlling for the lesel D sers-Since large deformations always atfect strew dis-ice limits. Also, nuckling is the result of the interac.

tribution, care should be exercised esen if the plastic tion of the confieuration at the ioad-bearine member analy sis method is used in the Appendix-F-approsed and its material' properties (i.e.

clastic n$odulus E methodology combination This is especially impor-and minimum yield strength S>). Because both of tant for identifying buckling or mstability problems, these material properties change with temperature, where the change of geometry should be taken into the critical buckling strewes should be calculated account to asoid erroneous results.

5. Function of the Supported N, stem I f' ' electing the lesel of senice hmits for different j

2 Rautator: Guide i c. " code case Auepu aap Asm see s

ng ;ombinations, the designer must take into ac-a non Ill Ntateruit' pi. % es guiJante fo the aucptaNhh of AS\\tt Secnon 111 Code cases and their remont mcl#!q bWe count the function of the supported system. To ensure case im Supplemenury promons kr the use of speufnd that systems whose normal function is to present or m!e case anJ their remons may also be prmide-ind should be mitigate consequences of es ents awociated with an wnudered when arrhs able emergency or faulted plant condition (e.g., the fune-i l

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tion of ECCS during faulted plant conditions) will Sersice Limitt Stress limits for the design of com-operate properly regardless of plant condition, the ponent supports as defined by Subsection NF of Sec-Code level A or B service limits of Subsection NF tion 111.

(which are identical) or other justifiable limits pro-

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vided by the Code should be used.

quake and Safe Shutdow n Earthquake.

Sutcm Alechanical Loadingt The static and

6. Deformation Limits dynamic loading that are deseloped by the system Since co oponent supports are deformation operating parame'ers, including dead weight, pres-e:nsitive loa l-hearing elements, satisfying the serv.

me, and other external loadings, but excluding ef-ice limits of cection !!! will not automatically ensure fects resulting from constraints of free-end mose-their proper fu sction. Deformation limits, if specified ments and thermal and peak stresses.

by the Code D: sign Specification, may be tt con-

///timate fen 3ile Strength. Material property based trolling criterion. On the other hand, if the function on eneincerine stress-strain relationship.

of a component support is not required for a particu-ll wt Plant Con.htion. Those desiations f rom the lar plant condition, the streues o. loads resultine P

f rom the loading combinatio s under the particular nornial plant condition that have a high probability of plant condition do not need to satists the desien lim.

ot e u rrence.

its for the plant condition.

C. REGULATORY POSITION ASME Code Class I plate-andahell-type compo-

7. Definitions nent sunports except snubbers, which are not ad-Critical HucAline Strength. The strength at u hich dressed in th;s guide, should be constructed to the lateral displacements start to deselop simultaneously rules of Subsection NF of Section 111 of the Code, as with in-plane or axial deformations.

supplemented by the following:'

De3ign Condi..on. The loading cond; tion defined

1. The classification of component supports by NF-3112 of Section Ill of the ASME Boiler and should, as a minimum, be the same as that of the l Pressure Venel Code.

supported components.

Emergency Plant Condition. Those operating con-

2. Values of S at temperature, when they are not u

ditions that have a low probability of occurrence.

lis'ed in Section 111, should be estimated by

.Those operating condi-Method 1. Method 2, or Method 3 as described f aulted Plant C.onda.. ion.

tions associated with postulated esents of extremely ow, on an interim basis until Section III includes la ProbabilitI' such salues. Values of S, at temperature h,sted by l Tables 1-2.1,1-2.2, and 1-13.1 of Appendix ! and l Levels of iers i< e limitn Four les els ( A, B, C, and Table 3 of the latest accepted sersion' of Code Case D) of sersice limits defined by Sectien lli of the 1644 of Section Ill may be used for the interim j Code for the design of loadings associated with dif-calculation.

ferent plant conditions for components and compo-Afethod 1. This method applies to component a.

nent supports in nuclear power plants.

support materials whose values of ultimate tensile Normal Plant Cr n.htion. Those operating condi-strength at temperature base not been tabulated by tions in the course of sy stem startup, operation, hot their manufacturers or are not available.

standby, refueling, and shutdown other than upset, emergency, or faulte ! plant conditions.

Su = S o, 'y '

S,,

Operating Ham Earthquale f 0HEL As defined in w here Appendix A ' Seismic and Geologic Siting Criteria Su = ultimate tensile strength at temperature t for Nuclear Pow er Plants, to 10 CI R Part 1(H),

" Reactor Site Critena.

to be used to determ;1e the design limih Operating Condition Categorien Categories of de.

S ur = ultimate tensile strength at room tem-sign limits for component supports as defined by perature tabulated in Section III, Ap-NF-3113 of Section Ill of the ASME Cod, pendix I, or the latest accpeted version' of Code Case 1644 Plant C,ondition3 Operating conditions of the plant categorized as normal, upset, emergency, and faulted

' If the fununon of a wmponent support is noi required Junng a plant conditions.

plam condmon. the des gn hmin of the support for that plant mn-Jinon need not be sai-fied proudeJ estessne deHections or S ife Shutdow n Earthquale (SSE). As defined in ta,iure of ihe wrpori iti noi result in the loss or fun <iion or any

/.ppendix A to 10 CFR Part 1(X).

eiher sarei> - related s> siem 1.130-3 144 01cD

minimum yield strength at temperature t upset plant conditions should be designed as Sy

=

tabulated in Section ill, Appendix 1. or follow s.5 "

the latest acecpted sersion' of Code

a. T.he sersice limits of (1) NF-3221.1 and NF-Case 1644 3221.2 for design loadings, (2) NF-3222 for level A Su = minimum sield streneth at room tem-sersice lim is, and (3) Regulatory Position 3 of th.

is perature, labulated in' Section 111. Ap, guide should not be exceeded for component supports pendix I, or the latest accepted sersion gned h the kneanelasnoana% method.

of Code Case 1644.

b. The load rating for lesel A limits or lesel B

b. Method 2. Since the listed values of S,m at limits of NF-3262.., of Section 111 should not be ex-temperature in Section Ill will always be less than ceeded f.or component wpports designed by the one-third of the corresponding salues of ultimate load-rating method.

strength Su at temperature, Su at temperature may be

c. The collapse load determined by !!-1400 of approximated by the salue of 3Sm at the same temperature.

Section ill divided by 1.7 should not be exceeded for component supports designed by the experimental-

c. Method 1 Th.is method applies to conmonent stress-analy sis method.

support materials whose values of ultimate,trength Su at temperature are asailable as tabulated by their

5. Component supports subjected to the sy stem manufacturers.

mechanic al loadings' associated with the emergency plant condition should be designed within the foi-Su = Su S,2, but not greater than Su lowing design limits e.ept when the normal function S'u of the supported sy stem is to pres ent or mitigate the consequences of esents aaociated with the emer-where cenes plant condition (at which time Regulatory Po.

ultimate tensile strength at temperature t (ition 7 applied "

Su

=

to b used to determine the design

a. The sersice limits of NF-3224 of Section ill hmits Su = ultimate tensile strength at room tem-and Regulatory Position 3 should not be excceded for perature tabulated in Section 111. Ap-component supports designed by the knear-clastic-penJix 1, or the latest accepted sersion analysis method.

2 of Codo Case 1644 h The load ratine f or lesel C limits of NF-ultimate tensile strength at temperature t 3262.2 of Section 111 should not be exceeded f or I Sa

=

tabulated by m a nu f ac tu rers in their

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component supports designed by the load-rating catalogs or other put,ications g gg Su = ultimate tensile strength at room tem-The collapse load determined by 11-1400 of perature tabulated by manufacturers in c

the same publications Sectian HI and diuded by 1.3 should not be exceeded for compone nt supports designed by the

3. Sersice limits for component supports designed experimental-stress-analysis method by linear elatic aaalysis should always be hmited by the critical buckhng strength. The crit; cal buckling

6. Compoaent supports subjected to the combined strength should be calculated using material at tem-loadings of (a) the vibratory motion of S5E and (b) perature properties. A design margin of 2 for flat the system mechanical loadings

• associated with the plates and 3 for shells should be r.laintained for normal plant condition and (c) the dynamic system loadmgs combined according to Requlatory Position loadings associated with the faulted plant conditmn 4 of this guide. Sersice limits related to critical should be designed within the following design limits buckling strength should not be increased unless the except when the normal funcFon of the supported Code specifically allows such an increase.

system i, ta present or mitigate the consequences of esents associated with the f aulted plant condition (at

4. Component supports subjected to the combm.ed which time Regulatory Position 7 applies' "

loadings of tai the sibrators motion of the OBE and

a. The sersice limits of F-132 3. I t a) and (b) system m :chanical inadings' esscciated with either (a) the Code design condition or ;b) normal or F-1371)(c) of Section 111 should not be exceeded for

• Sy ste m net hamt al loadmps intlude all non self-hmmng load ings aM s i not include ef fects re ulting tror c onstra!nts of free-

'Sint e the deugn of u oponent supp.rt > is an integral part of the end dghemems ed thermal or peak s'rev es deugn of the system and the deugn of the compment, the de.

'since compment supp rts are def ormata en atn e in the per-ugner must make sure that methods used for the analy sn of the formame of their sersite requirements, ut nising these hmits sptem. t omponent. and compment support are wmpanble a sce does not ensure tre tultilkne of their tu wtional reymr merts Table I- - 1322 2 - 1 of Appendit I-to Sect on Illi 1.arge deforma Any Jetormation h mts speuficJ by the Jeugn speuf aation me tions in the miem or compents should be conudef ed in the be tontrolhng and should be utnfieJ deugn of component supports j ([4 ]}h 1.130-4

con'ponent supports < esigned by the linear-clastic-condition should be designed within the limits de-analysis method.

senbed in Regulatory Position 4 or other justifiable s

limits such as the lesel C or lesel D senice lunits

b. The value of.T.I s

0..

should not he prosided by the Code. These limits should be defined exceeded, w here.I. I and 5,, are det_med accordme bs the desien specification so that the f unction of the to NF-3262 I of Section 111 and Si is the ultimate

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• 'untMneJ w hen me sup-tensile strength of the nuterial at senice ten 4perature port s are subjected to the loading combinations Je-for component supports designed by the load-rating scribed in Regulatory Posinons 3 and 6.

method.

D. IMPLEMENTATION

e. The collapse load deternuned by II-14nd and disided by 1.1 should not be exceeded for component

. e purpose ot this sectbn is to pros ide guidance supports designed by the expernnental-stress-anaksis to applicants and beensees regarJing the NRC statt 's method plans for using this regulatory guide

d. If plastic methods are used for the design of xapt in those ca es ni w tud the apphc.nu pro-component supports, the tombined loadings of' Reg-poso an acceptaHe ahernath method for comphing ulaton Position 6 should include all loads such as with the specified portions of the Conuniwon's rep-thermal loaJs and constraints of free displacements, ganons, the method Jesenbed huein win be used in which contnbute to expansion stress intensities, anJ tue naluation of subnnuals for construenon pannt the senice linuts of F-1324 anJ r - l 470t c i of Sec-apphcanons docketeJ ahn ( Moba T l. 19 h H an tion 111 should not be exceeded appht ant wishes to use this regulatery pu+ m de-sch4 pins submntals tor t on strut non pt rnu t apph.:a

7. Component supports in sy stems w hose normal f lo n s dot ketcJ on or bef ore (k tober 31 197X. the Iunction is to present or mitigate the consequences of pernrent p.utions of the apphcanon will he es aluated awhia!ed with an emergency i'r taa!!ed plant i4n the basis titthis guiJe esents l f.

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