Regulatory Guide 1.130
| ML13350A267 | |
| Person / Time | |
|---|---|
| Issue date: | 07/31/1977 |
| From: | NRC/OSD |
| To: | |
| References | |
| RG-1.130 | |
| Download: ML13350A267 (5) | |
U.S. NUCLEAR REGULATORY COMMISSION July 1977 REGULATORY GUIDE
OFFICE OF STANDARDS DEVELOPMENT
REGULATORY GUIDE 1.130
DESIGN LIMITS AND LOADING COMBINATIONS
FOR CLASS I PLATE-AND-SHELL-TYPE
COMPONENT SUPPORTS
A. INTRODUCTION
conditions under the stress of specified seismic events, thereby permitting system components to General Design Criterion 2, "Design Bases for function properly. They also prevent excessive corn- Protection Against Natural Phenomena," of Appen- ponent movement during the loadings associated dix A, "General Design Criteria for Nuclear Power with emergency and faulted plant conditions corn- Plants," to 10 CFR Part 50, "Licensing of Produc- bined with a specified seismic eventvor other natural tion and Utilization Facilities," requires that the phenomena, thereby helping ,t0:t mitigate system design bases for structures, systems, and components damage. Component supports: are 'deformation- important to safety reflect appropriate combinations sensitive because large deformations in component of the effects of normal and accident conditions with supports may significantly"change the stress distribu- the effects of natural phenomena such as earth- tion in the support, system and its 'components.
quakes. The failure of members designed to support safety-related components could jeopardize the NF- 1122 and NA-21346 f Section 111 of the ASME
ability of the supported component to perform its Boiler and:?resure Vesel Code imply that the clas- safety function. sification' §6-f ;omp6nent supports should, as a limt a miniium ebe the~same as that of the supported com- This guide delineates acceptable design limits and pon ,eroibti. Th'is should be considered as a requirement.
appropriate combinations of loadings associated with i*:i*`Z_1hisi!gdidle r e di delineates design limits and loading corn- normal operation, postulated accidents, and specified "ib.i'ition s, in addition to supplementary criteria, for seismic events for the design of Class I pla-I'iiid. 'lass I plate-and-shell-type component supports as shell-type component supports as defined in d~fined by NF-1212 of Section II1. Snubbers installed desec tion NF of Section III of the America,:.'Socic*. of.02 for protection against seismic or dynamic loadings of Mechanical Engineers (ASME) Boilq,,;'and Prri other origins are not addressed in this guide.
Vessel Code.' This guide applies to lighti-water"ooled reactors. ' ,
B. DIPSIO
three methods for the design of Class I plate-and-
- ._ýSIO shell-type component supports: (1) linear elastic Load-bearing menil uassified as component analysis, (2) load rating, and (3) experimental stress supports are t' c sUety of nuclear power analysis. For each method, the ASME Code plants becau they air. ompon**n ts in place dur- delineates allowable stress or loading limits for s various Code service level limits, as defined by NF-
ing a sa cia" with normal and upset plant
3113 of Section III, so that these limits can be used in IAmen icity ~IcchanicaI Engineers Boiler and Pressure conjunction with the resultant loadings or stresses Vessel Co Section ItI, Division 1. 1974 Edition, including the from the appropriate plant condition
s. Since the
1974 Wintc ddenda thereto. Copies or the Code may be ob- tained from the American Society of Mechanical Engineers, Code does not specify loading combinations, United Engineering Center. 345 East 47th Street, New York. N.Y. guidance is needed to provide a consistent basis for
10017. the design of component supports.
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Most of the component supports considered in this 2. Design by Load Rating guide are located within containment.. They are therefore assumed to be protected against loadings When load-rating methods are used, Subsection from natural'phenomena or man-made hazards other NF and Appendix F of Section Ill do not provide a than the specified seismic events for ordinary nuclear faulted condition load rating. This deficiency should
- power plants and the wave motion for floating be provided for by the interim method described in nuclear power plants. Thus only the appropriate this guide.
loadings from natural phenomena and the specified seismic events or wave motions need to be considered 3. Design by Experimental Stress Analysis in combination with the loadings associated with plant conditions to develop appropriate loading com- While the collapse load for the experimental-stress- binations. analysis method is defined by 11.1430 in Appendix 1I
to Section IIt, the design limits for the experimental- stress-analysis method for variovs operating condi- I. Design by Linear Elastic Analysis tion categories are not delineated. This deficiency can be remedied by the interim method described in this guide.
When the linear-elastic-analysis method is used to design Class I plate-and-shell-type component sup- 4. Large Deformations ports, material properties are given by Table I-11.1 of Appendix I to Section III and Table I of Code Case The design of component supports is an integral
1644.5. These tables list values for the design stress part of the design of a system and its components. A
intensity Sm at various temperatures. Yet faulted complete and consistent design is possible only when condition category design limits are determined by system/component/component-support interaction Sm, Sy. and Su. The load-rating method also requires is properly considered. When all three are evaluated the use of Su. on an elastic basis, the interaction is usually valid because individual deformations are small. However, if plastic analysis methods are used in the design The minimum yield strength Sy at various process, large deformations that would result in sub- temperatures could be found in Table 1-13.1 of Ap- stantially different stress distributions may occur.
pendix I to Section III and Table 3 of Code Case
1644.5 for the design of Class I plate-and-shell-type For the evaluation of the level D service limits, Ap- component supports, but values for the ultimate ten- pendix F to Section Ill permits the use of plastic sile strength S. above room temperature are not analysis methods in certain acceptable combinations listed in Section Ill. An interim method should for all three elements. These acceptable combinations therefore be used to obtain values of Su .at are selected on the assumption that component sup- temperature in order to provide a safe design margin. ports are more deformation-sensitive (i.e., their deformation in general will have a large effect on the While NF-3224 and F-1323.1(a) of Section Ill per- stress distribution in the system and its components).
mit the increase of allowable stresses under various loading conditions, F-1370(c) limits the increase to Since large deformations always affect stress dis- two-thirds of the critical buckling strength of the tribution, care should be exercised even if the plastic component support at temperature. Since buckling analysis method is used in the Appendix-F-approved prevents "shake-down" in a load-bearing member, it methodology combination. This is especially impor- must be regarded as controlling for the level A service tant for identifying buckling or instability problems, limits and F-1370(c) must be regarded as controlling where the change of geometry should be taken into for the level D service limits. Also, buckling is the account to avoid erroneous results.
result of the interaction of the configuration at the load-bearing member and its material properties (i.e., 5. Function of the Supported System elastic modulus E and minimum yield strength Sy). In selecting design limits for different loading com- Because both of these material properties change binations, the function of the system and its supports with temperature, the critical buckling stresses should must be taken into account. If a support's service is be calculated with the values of E and Sy of the com- required by the normal function of the supported ponent support material at temperature. system during any plant operating condition, the design limits for the normal-operating-condition Allowable design limits for bolted connections are category or some other justifiable design limits derived on a different basis that varies with the size of should be used to evaluate the effect of all loading the bolt. For this reason, the increases permitted by combinations during that specific plant operating NF-3224 and F-1323.1(a) of Section III are not condition. This will ensure the proper functioning of directly applicable to bolts and bolted connections. safety-related systems, such as the injection of the
1.130-2
Emergency Core Cooling System (ECCS) under the Ultimate Tensile Strength. Material property based action of a Loss-of-Coolant Accident (LOCA) and a on engineering stress-strain relationship.
0 Safe Shutdown Earthquake (SSE) during the faulted plant condition. Upset Plant Condition, Those deviations from the normal plant condition that have a high probability of occurrence.
6. Deformation Limits
C. REGULATORY POSITION
Since component supports are deformation- sensitive load-bearing elements, satisfying the design All ASME Code Class I plate-and-shell-type com- limits of Section III will not automatically ensure ponent supports except snubbers, which are not ad- their proper function. Deformation limits, if specified dressed in this guide, should be constructed to the by the Code Design Specification, may be the con- rules of Subsection NF of Section 111, as sup- trolling criterion. On the other hand, if the function plemented by the following:2 of a component support is not required for a par- ticular plant condition, the stresses or loads resulting 1. The classification of component supports from the loading combinations under the particular should, as a minimum, be the same as that of the sup- plant condition do not need to satisfy the design ported components.
limits for the plant condition.
2. Values of Su at temperature, when they are not listed in Section III, should be estimated by either
7. Definitions Method 1, Method 2, or Method 3, as described Critical Buckling Strength. The strength at which below on an interim basis until Section I1I includes lateral displacements start to develop simultaneously such values. Values of Sv at temperature listed by with in-plane or axial deformations. Tables 1-1.1, 1-1.2, andl-11.1 of Appendix I and Table 3 of the latest approved version of Code Case Emergency Plant Condition. Those operating con- 1644 of Section III may be used for the interim ditions that have a low probability of occurrence. calculation.
Faulted Plant Condition. Those operating condi- a. Method I. This method applies to component tions associated with postulated events of extremely support materials whose values of ultimate strength low probability. Su at temperature have been tabulated by their manufacturers in catalogs or other publications.
Normal Plant Condition, Those operating condi- tions in the course of system startup, operation, hot Su =S.ur Ž , but not greater than Sur standby, refueling, and shutdown other than upset, ur emergency, or faulted plant conditions. where Su = ultimate tensile strength at temperature t Operating Basis Earthquake (OBE). As defined in to be used to determine the design limits Appendix A to 10 CFR Part 100. Sur =ultimate tensile strength at room Operating Condition Categories. Categories of temperature tabulated in Section 111, Ap- design limits for component supports as defined by pendix I, or Code Case 1644 NF-3113 of Section III of the ASME Code. S= ultimate tensile strength at temperature t tabulated by manufacturers in their Plant Conditions.Operating conditions of the plant catalogs or other publications categorized as normal, upset, emergency, and faulted plant conditions. S = ultimate tensile strength at room temperature tabulated by manufacturers Safe Shutdown Earthquake (SSE). As defined in in the same publications.
Appendix A to 10 CFR Part 100. b, Method 2. This method applies to component support materials whose values of ultimate tensile Specified Seismic Events. Operating Basis Earth- strength at temperature have not been tabulated by quake and Safe Shutdown Earthquake. their manufacturers in any catalog or publication.
S Sy System Mechanical Loadings. The static and _____ u____yr
-Sur S
dynamic loadings that are developed by the system operating parameters, including dead weight, pres- - If the function of a component support is not required during a sure, and other non-self-limiting loadings, but ex- plant condition. the design limits of the support for that plant con- dition need not be satisfied. provided excessive deflections or cluding effects resulting from constraints of free-end failure of the support will not result in the loss of function of any movements and thermal and peak stresses. other safety-related system.
1.130-3
.whete b. The normal condition load rating or the upset condition load rating of NF-3262.2 of Section III
Su. = ultimate tensile strength at. temperature t should not be exceeded for component supports to be used to determine the design limits designed by the load-rating method.
Sur= ultimate tensile strength at room temperature tabulated in Section HIl, Ap- c. The collapse load determined by 11-1400 of pendix 1, or Code Case 1644 Section III divided by 1.7 should not be exceeded for component supports designed by the experimental- Sy = minimum yield strength at temperature t stress-analysis method.
tabulated in Section II1, Appendix 1, or Code Case 1644 5. The limits in Regulatory Position 4 or some other justifiable design limits should not be exceeded minimum yield strength at room
=yr by those component supports whose service is re- temperature, tabulated in Section 111, Ap- quired by the normal function of the supported pendix 1, or Code Case 164z system during emergency or faulted plant conditions.
c. Method 3. Since the listed values of Sm at 6. Component supports subjected to the most temperature in Section III will always be less than adverse combination of system mechanical loadings'
one-third of the corresponding values of ultimate associated with the emergency plant condition should
- strength Su at temperature, Su at temperature may be be designed within the following design limits: 1-1
- replaced by the value of 3 Sm at the same temperature. a. The stress limits of NF-3224 of Section III
and Regulatory Position 3 should not be exceeded for
3, Design limits for component supports designed component supports designed by the linear-elastic-
- by linear elastic analysis should always be limited by analysis method.
the critical buckling strength. The critical buckling strength should be calculated using temperature b. The emergency condition load rating of NF-
material properties. A design margin of 2 for flat 3262.2 of Section III should not beexceeded for com- plates and 3 for shells should be maintained for ponent supports designed by the load-rating method.
lloadings combined according to Regulatory Posi- tions 4 and 5 of this guide. Design limits related to c. The collapse load determined by 11-1400 of critical buckling strength should not be increased un- Section III and divided by 1.3 should not be exceeded less the Code specifically allows such an increase. for component supports designed by the experimental-stress-analysis method.
4. Component supports subjected to the most adverse combination of the vibratory motion of the 7. Component supports subjected to the most OBE. or the appropriate wave motion and system adverse combination of the vibratory motion of SSE
mechanical loadings ' associated with either the Code or the appropriate wave motion and system design condition or the normal or upset plant condi- mechanical loadings3 associated simultaneously with tions should be designed with the following limits:4'5 the faulted plant condition and the upset plant condi- tion should be designed within the following design a. The stress limits of (I) NF-3221.1 and NF- limits:4 -"
3221.2 for design condition loadings, (2) NF-3222 for normal and upset operating condition loadings, and . a. The stress limits of F-1323.1(a) and F-1370(c)
(3) Regulatory Position 3 of this guide should not be of Section Ilf should not be exceeded for component exceeded for component supports designed by the supports designed by the linear-elastic-analysis linear-elastic-analysis method. method.
SSys.tem mechanical loadings include all non-scif-limiting loadings b. The value of T.L. x 0.7O-should not be ex- and do not include effects resulting from constraints of free-end Su displacements and thermal or peak stresses.
Since component supports are deformation-sensitive in the ceeded, where T.L. and Su are defined according to performance or their service requirements, satisfying these limits NF-3262.1 of Section HI and SL is the ultimate ten- does not ensure the fulfilling of their functional requirements. Any sile strength of thematerial at service temperature for deformation limits specified by the design specification may be component supports designed by the load-rating controlling and should be satisfied. method.
' Since the design of component supports is an integral part of the design of the system and the design of the component, the designer c. The collapse load determined by 11-1400 ad- must make sure that methods used for the analysis of the system.
component, and component support are compatible (see Table F-
justed according to the provisions of F-1370(b) of
1322.2-1 of Appendix F to Section I11). Large deformations in the Section III should not be exceeded for component system or components should be considered in the design of com- supports designed by. the experimental-stress-analysis ponent supports. method.
1.130-4
D. IMPLEMENTATION
sion's regulations, the method described herein will The purpose of this section is to provide guidance be used in the evaluation of submittals for construc- to applicants and licensees regarding the NRC staff's tion permit applications docketed after April i, 1978.
If an applicant wishes to use this regulatory guide in plans for using this regulatory guide. developing submittals for construction permit ap- Except in those cases in which the applicant plications docketed on or before April 1, 1978, the proposes an acceptable alternative method for com- pertinent portions of the application will be evaluated plying with the specified portions of the Commis- on the basis of this guide.
1.130-5