ML19221A939
| ML19221A939 | |
| Person / Time | |
|---|---|
| Issue date: | 01/31/1978 |
| From: | NRC OFFICE OF STANDARDS DEVELOPMENT |
| To: | |
| References | |
| REGGD-01.124, REGGD-1.124, NUDOCS 7907110140 | |
| Download: ML19221A939 (6) | |
Text
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S U.S. NUCLEAR REGULATORY COMMISSION January 1978 c
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%o OFFICE OF STANDARDS DEVELOPMENT REGULATORY GUIDE 1.124 SERVICE LIMITS AND LOADING COMBINATIONS FOR CLASS 1 LINEAR-TYPE COMPONENT SUPPORTS A. INTRODUCTION with the specified seisnue es ent. thus helping to General Design Criterion 2.
' Design Hases for nuticate the consequences of sy stem damage Com-Protection A ;ainst Natural Phenomena, of Appen-ponent supports are def ormation sensitis e because dix A.
' General Deuen Critena for Nuclear Power large def ormations in theni may significantly th mge Plants to 10 CFR P' art 50, 'I.icenune of Produc.
the stress distribution in the support sy stem and its tion and Utilization Facilities. requires that the de-supponed coinponents sign bases f or structures, sy stems, and components in order to proside uniform requuements f or con-important to saf ety reflect appropriate combinations struction. the component supports should, a. a of the ettects of normal and accident tonditions with minimum. hase the same ASN1E Hoiler and Pressure the ettetts of natural phenomena suth as earthquakes-Vessel Code classification as that of the suppoited T he tailure et members designed to support saf et>-
ccmponents ins guide delineates lesels of sersice related components could jeopardite the ability of the limits and loadine combinations. in addition to supported component to perf orm its safety tunttion.
supplementary criteria. toi ASN1E Class I linear-type l
This gmJe dehneates acceptable lesels of sersice con ponent supports as detmed by NF-1213 of Sec-
"'n til Snubbers are not addressed in this guide.
hmits and appropriate combinations of loadines as-smiated w nh normal operation. postulated ascidents-Subsettion NF and Appendix N Vil of Section 111 and specitied seismic es ents f or the design of Class I pernut the use of four methods for the deugn of Class knear-ty pe component supports as defined in Subsec-I linear-ty pe component supports: linear clastic anal-tion N1 ot Section 111 of the American Sotiety of s us, load rating. experimental stress analy sis. and Nietham<al I agineers 1 AS\\1E) Boiler and Pressure hmit anaissis. For eah method the ASN1h Code de Vessel Code lhis guide apphes to hght water-cooled hneates aIlowable stress or loadine hmits for s arious l r e a c t oi s. i he Ads isory Committee on Reactor Code lesels of sersice huuts as defined bs NF-3113 Satecuards has been consulted concermng this guide of Section til so that these lmuts can be u[ed in con-and has cencurred in the regulatory poution-junction with the resultant loaJings or stresses f rom the appropriate plant conditions Since the Code does l B. DISCUSSION not specity loading combinations. guidance is re-1 oad-bearing members classified as component quired to proside a consistent basis f or the deugn of supports are ewential to the safety of nuclear power wmponent supports plants since they retain con.ponents in place during Q
hd in h p& ne the loaJmgs asso<iated with normal and upset plant i
Jw&nh m N mI w e ada conditions under the stress of specified seismic
' hiadi n g s f rom natural therefore protected against esents. thereby pernuttine s, stem components to phenomena or man-made hazards other than the spec-f unction properls.l.hes also pres ent euessis e com~
d em mm h 4 & pdid sm ponent mosement during the loadmes assotiated with esents need to be considered in combination with the emergency and f aulted plant wnditions tombined loadines awouiated w ah plant conditions to deselop Jppropriate loading combinations. boadings CausCd
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by nataral pher.omena other than seismic events, stresses should be calculated with the values of E and wb:n they exist, should be considered on a case-by-S, of the component support material at temperature.
case basis.
Allowable sersice limits for bolted connections are derised from tensile and shear stress limits and their
!. Design by Linear Elastic Analysis nonlinear interaction; they also change with the size of the bolt. For this reason, the increases permitted a. {.
at 7emperature. When the linear clastic by NF.3231.1, X VII-2110(a), and F-1370(a) of Sec-o onalysi, method is used ta design Class i linear-type tion til are not directly applicable to allowable shear component supports, material properties are given by stresses and allowable stresses for bolts and bolted Tables 1-2.1,1-2.2, I-13.1, and 1-13.3 in Appendix connections. The increase permitted by NF-3231..
I of Section 111 and Tables 3 and 4 in the latest ac-and F-1370(a) of Section lit for shear stresses or cepted versicn ' of Code Case IM4. These tables list shear stress range should not be more than 1.5 times values for tue minimum yield strength S, at various the level A service limits because of the potential for temperatures but only room temperature values for non-ductile behasior.
the ultimate tensile strength So. At room temperature.
S, varies from 509 to 879 of So for component sup.
The range of primary plus secondary stresses port materials.
should be limited to 2Sy but not more than Su to en-sure shakedown. For many allowable stresses abose I.evels of service limits derived from either mate-the value of 0.6S,. the increase permitted by Nit nal property alone may not be sufficicnt to provide a 3231. l(a) will be above the value of 2S, and will consistent safety margin. This is recognized by Sec-thus s iolate the normal shakedow n range. A tion III, since XVil-2211(a) of Section 111 defines shakedow n analysis is necessary to justify the the allowable stress in tension on a net section as the nerease of stress above 2Sy or Su.
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smaller value of 0 6Sy and 0.5Su To alleviate the lack of defined values of Su at temperatures above For the linear clastic analysis method, IL1370(a) room temperature and to provide a safe design mar-of Section 111 permits increase of tension limits for gin, an interim method is given in this guide to obtain the Code lesel D sersice limits by a vanable factor values of S at temperature that is the smaller salue of 1.2S/F, or 0.7SsFo De-o pending on whether the section censidered is a net While XVil-221l(a) specifies allowable tensile section at pinholes in eyebars, pin-connected plates, stress in terms of both S, and So, the rest of XVII ~
or built up structural members, F may assume the t
2000 specifies other allown'!c service limits in terms smaller salue of 0.455, or 0.375So (as recommended of S only. This does not ma tain a consistent design bs this guide for a net section of pinholes, etc.) or the y
margin for those sersice limits related only to mate Eller value of 0.6S, or 0.5So (for a net section rial pi iperties. Modifications similar to X Vil-without pinholes, etc.). Thus greater values of the 2211(a) should be employed for all those service factor may be obtained for sections at pinholes, hmitt which does not account for local stress and is not
- b. Allowable Increase of Scrtire Limits. While consistent with NF-3231 1 and XVil-2110(a) of Sec.
NF-3231. l(a), X VII-2110(a), and F-1370(a) of Sec-tion 111. A procedure to correct this factor is prosided tion til all permit the increase of allowable stresses in this guide.
under various loading conditions, XVII-2110(b) lim-its the increase so that two-thirds of the critical buck!-
- 2. Design by 1.oad Rating ing stress for compression and compression flange When load-rating methods are used, Subsection NF members is not exceeded, and the increase allowed and Appendix F of Section 111 do not provide a by NF-3231. l(a) is for stress range. Critical buckling faulted condition load rating. This guide provides an stresses with normal design margins are derived in nterim method for the determination of faulted con-X\\ ll-2200 of Section Ill. Sin e bt kling preg \\ II-dition load rating.
nts e.mber, X "shakedow n' in the l'aa_-beanng 2110(b) must be regard 1 a ontr ahng. Also, bucki-3 Deu.gn bs E.xperimental Stress Analyu.
s ing is the result of the intern. tion of the configuration of the loMbeanng membc and its material prop-While the collapse load for the experimental stress erties (i.e., clastic modulus E and minimum yield analysis method is defined by ll-1430 in Appendix 11 strength Sy). Because both of these material prop-of Section 111, the s arious lesels of service limits for erties change with temperature, the critical buckling experimental stress analysis are not delineated. This deficiency is remedied by the method described in this guide.
' Regulatory Guide 185. " Code Case AcceptaNidy-ASN1E Sec.
non ill Nf ateriah,' proudes guidante for the acceptaNiity of ASN1E Sethen 111 Code Cases and their reudons, includirg Code
- 4. I,at ge Deformation Case IM4 Supplementary prouuons for the use of speofic code cues and their reuuons rna) ako be prouded and should be cen.
'Ihe design of component supports is an integral udered -n apphcaNe part of the design of the system and its components.
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A complete and consistent design is possible only f ar plant condition, the stresses or loads resulting when system / component! component-support interac-from the loading combinations under that plant condi-tion is properly considered When all three are tion do not need to satisfy the design limits for the evaluated on an clastic basis, the interaction is usu-plant condition.
ally valid because individual deformations are small.
Ilowever, if plastic analysis methods are employed in
- 7. Definitions the design process, large deformations that would re-m sign Condition. The loading condition defined sult in substantially different stress distnbutions may by NF-3112 of Section ill of the ASN1E Boiler and Pressure Vessel Code.
When component supports are designed for load-E m y Plant Condition. Those operating con-ings associated with the faulted plant conditions. Ap-M aI ability of occunence.
pendix F of Section 111 permits the use of plastic analysis methods in certain acceptable combinations Faulted Plant Condition. Those operating condi-for all three elements. These acceptable combinations tions associated with postulated events of extremely are selected on the assumption that component sup-low probability.
ports are more deformation sensitise (i e., their de-Les cls of. Service Limits. F.our levels, A, B, e, and formation in general will hase a large effect on the D, of service limits defined by Section 111 for the de-stress distribution in the system and its components.)
Since large deformations alw ays af fect the stress dis-sign of loadings associated with dif ferent plant condi-tions for components and cornponent supports in nu-tribution, care should be exercised even if the plastic analysis method is used in the Appendix F-approsed dear power phnN methodology combination. This is especially impor-Normal Plant Condition. Those operating condi-tant for identifying buckling or instability problems tions in the course of system startup, operation, hot where the change of geometry should be taken into standby, refueling, and shutdown other t!.an upset, account to asoid erroneous results.
emergency, or faulted plant conditions.
- 5. Function of Supported System operating Basis EarthquaAc (OBE). As defined in In selecting the level of sersice limits for dilferent l
loading combinations, the function of the supported Plant Conditions. Operating conditions of the plant system must be taken into account. To ensure that categorized as normal, upset, emergency, and faulted systems whose normal function is to prevent or miti-plant conditions.
gate consequences of events associated with an emer-S4 S/wden Emlyd- (SSR M Mid M gency or faulted plant condition (e.g., the function of Appendix A to 10 CFR Part 100.
ECCS during faulted plant conditions) will operate properly reg erdless of plant condition, the Code lesel Service Limits. Stress limits for the design of com-A or B sersice limits of Subsection NF (which are ponent supports as defined by Subsection NF of Sec-identical) or other justifiable limits prosided by the tion 111.
Code should be used.
Specified Scismic Events. Operating Basis Earth.
Since Appendix XVII derived all equations from quake and Safe Shutdow n Earthquake.
AISC rules and many AISC compression equations Ed WL dim The static and have built-in constants based on mechamcal prop-dsnamic loadings that are developed by the system erties of steel at room temperature, to use these equa-
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- PIC" tions indiscriminately for all NF and the latest ac-sure, and other external loadings, but excluding ef-cepted s ersion of C, ode C,ase 1644 materials at all fects resulting from constraints of free-end move-temperatures would not be prudent. F.or matenals nients and thermal and peak stresses.
other than steel and working temperatures substan-tially different from room temperature, these equa-Ultimate Ten ile Strength. Nf aterial property based tions should be rederised with the appropriate mate-on engineering stress-strain relationship.
rial properties.
Upset Plant Conditions. Those deviations from the
- 6. Deformation I imits normal plant condition that have a high probability of occurrence.
Since component supports are deformation-sensitise load-bearing elements, satisfying the serv _
C, REGULATORY POSITION ice limits of Section ill will not automatically ensure ASNfE Code 2 Class I linear-tspe component sup-their proper function. Deformation limits, if specified
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by the Code Design Specification, may be the con-Ameocan Soders of Methannal Engineers Hoiler and Prewure trolling criterion. On the other hand, if the function het code. setnon m. Omsmn i. Im Edmon. induding the of a component support is not required for a particu.
Im winter AJJenJ4 thereto 14? 059 1.124-3
ports excluding snubbers, which are not addressed or the latest accepted version ' of Code Case l herein, should be constructed to the rules of Subsee-1644.
tion NF of Section 111 as supplemented by the follow-ing:
- c. Alethod 1 When the salues of allowable
- 1. The classification of component supports "fC" " stress intensity at temperature for a material are listed in Section Ill, the ultimate tensile strength should, as a minimum, be the same as that of the supported components.
at temperature for that materia' may be approximated by the following expressions:
- 2. Values of Su at a temperature t should be esti-S 4S or
=
mated by one of the three followine methods on an 3 S '"
interim basis until Section 111 includ'es such salues:
Su
=
w here
- a. Afethod I. This method applies to component ultimate tensile strength at temperature t to support materials whose saiues of ultimate strength Su
=
Su at temperature have been tabulated by their man-be used to determine the sersice limits ufacturers in catalogs or other publications.
Su listed s alue of allowable stress at temperature
=
t in Section Ill.
p"g but not greater than Sur Sm = listed salue of allowable stress intensity at S = Sur o
temperature t in Sec; ion Ill w here
- 3. The Code lesels A and B sersice limits for com-So = ultimate tenute strength at temperature t to l
be used to determine the sersice limits ponent supports designed by linear elastic analysis which are related to S, should meet the appropriate Sur = ultimate tensile strength at room temperature stress limits of Appendix XVII of Section til but tabulated in Section 111, Appendix I, or the should not exceed the h.mit specified when the salue latest accepted sersion ' of Code Case 1644 of 5 6 Su is substituted for S laamples are show n l 3
Su = ultimate tensile strength at temperature t below in a and b.
I tabulated by manufacturers in their catalogs or other publications
- a. The tensile stress limit F for a net section as i
Sur = ultimate tensile strength at room temperature specified in XVil-2211(a) of Section 111 should be tabulated by manuf acturers in the same pub-the smaller salue of 0.6S or 0.5Sa at temperature.
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For net sections at pinholes in ey e-bars, pin-
- b. Afethod 2. This method applies to component connected plates, or built up structural members, Fi support materials whose salues of ultimate tensile as specified in XVII-2211(b) should be the smaller strength at temperature hase not been tabulated by s alue of 0.45S, or 0.375Su at temperature.
their manuf actuiers in any catalog or publication.
- b. The shear stress I.mit Fs for a gross section as S,
specified in XVil-2212 of Section til should be the Su = Sur smslier s alue of 0.4S or 0 33Su at temperature.
l 3
3 where N1a n s limits and equations for compression Su = ultimate tensile strength at temperature t to strencth specified in Sections X Vil-2214, X Vil-l oe used to determine the sersice hmits 2224I XVil-2225, XVil-2240, and X Vil-2260 hase Sur = ultimate tensile. strength at room temperature built-in constants based on Young's N1odulus of tabulated in Section III Appendix 1, or the 29,000 Ksi. For materials with Young's N1odulus at latest accepted sersion ' of Code Case 1644 working temperatures substantially diff erent f rom S,
= minimum yield strength at temperature t 29,000 Ksi, these constants should be rederived with tabulated in Section Ill, Appendix 1, or the the appropriate Young's Modulus unless the conser-latest accepted sersion ' of Code Case 1644 satism of using these constants as specified can be denionstrated.
S>r minimum yield strength at room temper-l ature, tabulated in Section Ill Appendis I,
- 4. Component supports designed by Imear clastic anaksis may increase their lesel A or B sersice limits
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' If the f unttion of a cornponent support is not required during a according h the prosisions of NF-3231.lf a), X Vil-plant condition. the deugn hnuts of the support f or that plant wn-dition need not be satisfied. prouded euewise deflet tmn or fail.
a), and F-1370(a) of Section Ill..Ihe increase ure of the support will not result in the lov. of f uns tion of any of level A or B service limits provided by NF-other saf etp related sptern 3231. l(a) is for stress range. The increase of les el A 142 0"00 1.124-4
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or B service limits provided by F-1370(a) for level D Section 111 divided by 1.7 should not be exceeded for service limits should be the smaller factor of 2 or componet.t supports designed by the experimental 1.167S JS y, if Su a 1. 2S or 1.4 if Su s 1. 2 5,,
stress analysis method.
3 where S, and S, are component-support material properties at temperature.
Q, uponent supports subjected to the system mechamcal loadings associated with the emergency llowever, all increases li.e., those allowed by plant condition should be designed within the follow-N F-3 2 31. l(a), X V il-21 10( a ). and F-1370(a)]
ing design limits except when the normal function of should always be limited Fy XVil-2110(b) of Set tion the supported system is to prevent or mitigate the III. The critical buckling strengths defined by consequences of events associated with the emer-XVil-2110(b) of Section 111 should be calculated gency plant condition (at which time Regulatory using material properties at temperature. This in-Position 8 applies);"
crease of lesel A or B sersice limits does not apply to l
M XVII-2000 of Section 111 limits for bolted connections. Any increase of limits for shear stresses abose 1.5 time's the Code level A and Regulatory llositions 3 and 4, increased accord-ng to the provisions of X\\ll-2110(a) of Section 111 service limits should be justified.
and Regulatory Position 4 of this guide should not If the increased service limit for stress range by be exceeded for component suppo-ts designed by the NF-3231. Ita) is more than 2Sy or Su, it should be linear clastic analysis method limited to the smaller value of 2Sy or Su unless it can
- b. The emergency condition load rating of NF-be justified by a shakedow n analysis.
3262.3 of Section ill should not be exceeded for
- 5. Component supports subjected to the combined component supports designed by the load-rating loadings of system mechanical loadings associated method.
with (1) either (a) the Code design condition or (b) c.
lower bound collapse load determined by the normal or upset plant conditions and (2) the sib-XVil4200 adjusted according to the provision of ratory motion of the OBE should be designed within a
a) of eenon should not be exceeded the following limits:
for component supports designed by the limit anal) sis
- a. & stress limits of XVil-2000 of Section 111 method.
and Regulatory Position 3 of this guide should not be exceeded for component supports designed by the
- d. The collapse load determined.oy 11-1400 of Section ill divided by 1.3 should not be exceeded for linear clastic analysis method. These stress hmits component wpports designed by the operimental may be increased according to the prosisions of wew ana nwthoi N F-3231. l(a) of Section ill and Regulatory Position 4 of this guide w hen effects resulting from constraints
- 7. Component supports subjected to the combined of free-end displacements are added to the loading loadings of (1) the system mechanical loadings as-combination.
sociated with the normal plant condition, (2) the sib-
- b. The normal condition load rating or the upset ram monon of the SSE, and (3) the dynamic system condition load rating of NF-3262.3 of Section 111 loadings associated with the faulted plant condition should not be exceeded for component supports de-should be designed within the following limits except
.gned bs the load-ratine method.
when the normal function of the supported system is to present or mitigate the consequences of esents as-
- c. The lower bound collapse load determined by sociated with 'he faulted plant condition (at which XVII 4200 adjusted according to the prosision of time Regulatory Position 8 applies):
XVil4110(a) of Section til should not be exceeded
- a. The stress limits of X Vil-20(M) of Section 111 for component supports designed by the limit analy sis and Regulatory Position 3 of this guide, increased ac-method' cording to the provisions of F-1370ta) of Section til
- d. The collapse load determined by 11-1400 of and Regulatory Position 4 of this guide, should not be exceeded for component supports designed by the sin e wmrenent surpeos are Jeformanon stnutne in the linear clastic analysis method.
a performanse of their sersice requireme-ts saintying these (ntena q
aws not ensure that their f anthonal requirements w di be f ulfilh J Any Jeformatmn hmits spcuficJ by the Jeuen speaheanon may U 7b bu should not be exceeded. where T.L S. and u
bc wntrolhng anJ should be samfvJ So are defined according to NF-3262.1 of Section 111, and S'u is the minimum ultimate tensile strength
'sinse the Jeugn of wmr"nent surrorts is an interral part of the jg g
J&gn of the ustem and the Jeugn of the wmlw nent. the at U
ugner must m5 e sure that methods useJ f or the analym of the supports designed by the load-rating method.
system. wmponent. and wmponent support are wmpatible (see Table i 1122 2-1 in AppenJa I of Set hon lil > t arge deforma.
- c. The lower bound collapse load determined by nons in the sptem er wmponents should be conuJered in the XVll-4200 adjusted according to the provision of deugn et wmponent suppoos F-1370(b) of Section 111 should not be exceeJed for 1.124-5
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component supports designed by the limit analysis D. IMPLEMENTATION men'.od.
- d. The collapse load determined by 11-1400 ad-justed according to the provision of F-1370(b) of The purpose of this section is to provide guidance Section 111 should not be exceeded for component to applicants and licensees regarding the NRC staff's supports designed by the experimental stress analysis plans for using this regulatory guide.
method.
- 8. Component supports in systems whose normal Lxcept in those cases in wiiich the applicant pro-function is to prevent or mitigate the consequences of poses an acceptable altemative method for complying events associated with an emergency or faulted plant with the specified portions of te Commission's regu-condition should be designed within the limits de-lations, the method described herein will be uscd in scribed in Regulatory Position 5 or other justifiable the evaluation of submittals for construction permit limits prosided by the Code. These limits should be applications docketed after January 10,1978. If an defined by the Design Specification and stated in the applicant wishes to use this regulatory guide in de-PSAR, such that the function of the supported system seloping submittals for construction permit applica-will be maintained when they are subjected to the tions docketed on or before January 10,1978, the loading combinations described in Regulatory pertinent portions of the application will be evaluated Positions 6 and 7.
on the basis of this guide.
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