ML20045G757
| ML20045G757 | |
| Person / Time | |
|---|---|
| Site: | 05200001 |
| Issue date: | 06/28/1993 |
| From: | Fox J GENERAL ELECTRIC CO. |
| To: | Poslusny C Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 9307150133 | |
| Download: ML20045G757 (51) | |
Text
{{#Wiki_filter:.. . O GENuclear Energy GeneralDectnc Company US Curtner Avenue. San Jose. CA 9512S June 28,1993 Docket No. STN 52-001 Chet Poslusny, Senior Project Manager Standardization Project Directorate Associate Directorate for Advanced Reactors and License Renewal Office of the Nuclear Reactor Regulation
Subject:
Submittal Supporting Accelerated ABWR Schedule - Structural Audit Item 11
Dear Chet:
Enclosed is Attachment 1 which is a revised response to audit Item 11 of my May 7,1993 letter. The markups of associated SSAR Sections 3.7 and 3A are provided in Attachment 2. Please provide a copy of this transmittal to Tom Cheng. Sincerely,
% - byD Jac Fox Advanced Reactor Programs cc: Alan Beard (GE)
Norman Fletcher (DOE) Ai-Shen Liu (GE) 1301Go JIM 212 1 9307150133 930628 7 PDR A ADOCK 05200001 PDR Si y ) 1
Attachment 1 Revised Response to Audit Item 11 of 11/13/92 Audit Report > Stick vs. Finite Element Model i
In the original comparative study of the stick and finite element models of the ABWR reactor building (Ref.1), both models were analyzed considering surface fixed base condition. In that study, although the horizontal responses were in good agreement, the vertical responses were relatively different, mainly due to vibration of local modes in the detail finite element modeL In order to assess the differences, these analyses were subsequently repeated considering the design embedment condition of the reactor building as well as overall response of the finite element model at each respective floor elevation. The stick model used in the analysis is shown in Figure 1. The finite element model and the node numbers at selected elevations are shown in Figures 2 through
- 5. Both models were analyzed using Stardyne modal time history analysis option.
The reactor building walls below Elevation 4.8m in both models were fixed to stimulate rigid site condition with one-story height separation. Separate analyses were performed to obtain responses in X , Y , and Z-directions. In the original analysis reported in Ref. 2, a cut-off frequency of 26 cps was used. In order to include the effects of higher modes, the analysis was repeated and modes with frequencies up to 33 cps were included in the analysis. The results of this analysis are presented as follows: The results of the finite element and stick models are compared in Figures 6 through 17. To reduce the effect of local modes in the response of the finite element model, the average response of the respective parts of the finite element model were obtained. The averaged responses are, subsequently, compared with the stick model responses. As shown in these figures, the comparison of the horizontal responses show a good agreement as was observed in the previous studies (Refs. I and 2). The vertical responses of the stick model are generally enveloping the finite element results at all points except at the reactor building walls at elevations above grade level. At these locations, the finite element results exceed the stick model results at frequencies between 20 to 30 cps. In order to include these variations in the structural models responses, the results of the finite element analysis will be used as an additional case to obtain the site enveloping results. The respective results presented in Appendix 3A of the SSAR will be revised accordingly. l
- 1. Submittal Supporting Accelerated ABWR Review Schedule, dated February 9, 1993.
- 2. Submittal Supporting Accelerated ABWR Review Schedule-Audit Items 3 and 11, dated May 7, 1993.
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ABM Standard Plant 2ss waxe arv s 3.7.2.1.5 Dynamic Analysis of Buildings (a) the reinforced concrete containment vessel (RCCV) that includes the reactor shield wall The time-history method either in the time (RSW), the reactor pedestal, and the reactor domain or in the frequency domain is used in the pressure vessel (RPV) and its internal dynamic analysis of buildings. As for the components (b) the secondary containment zone modeling, both finite element and lumped mass having many equipment compartments, and (c) the methods are used. clean zone. The building basemat is assumed to be rigid. Buildingelevations along the 0 - 3.7.2.1.5.1 Description of Mathematical Models 180" and 90 -270 sections are shown in Figures 3.7 29 and 3.7-30, respectively. The A mathematical model reflects the stiffness, mathematical model is shown in Figure 3.7 31. mass, and damping characteristics of the actual The model X and Y axes correspond to the RB structural systems. One important consideration 0"-180" and 90 -270 directioas, is the information required from the analysis. respectively. The Z axis is along the vertical Consideration of maximum relative displacements direction. The combined RB model as shown in among supports of Seismic Category I structures, Figure 3.7-31 basically consists of two systems, and components require that enough uncoupled 2-D models in the X Z and Y-Z planes points on the structure be used. Locations of since the building is essentially of a symmetric Seismic Category I equipment are taken into design with respect to its two principal consideration. Buildings are mathematically directions in the horizontal plane. The doubic modeled as a system of lumped masses located at mmetry assumption of this stick model is elevations of mass concentrations suchaas floors.3Dhfisite detailed justified by model element comparing at major its response jm d ' In general three-dimensional models are used elevations for the fixed base condition with j for seismic analysis. In all structures, six embedment effect included. The results shows / degrees of freedom exist for all mass points that the two models are dynamically equivalen (i.e., three translational and three and the responses are in good agreement. rotational). However, in most structures, some Therefore, the assumption of double symmetry of the dynamic degrees of freedom can be (i.e., not trosional degrees of freedom) for g neglected or can be uncoupled form each other so reactor building stick model is adequate The that separate analyses can be performed for methods used to account for torsional effects to define design loads are given in Subsection different types of motions. 3.7.2.11. Coupling between the two horizontal motions occurs when the center of mass, the centroid, and The model shown in Figure 3.7-31 corresponds the center of rigidity do not coincide. The to the X Z plane. The only difference in terms degree of coupling depends on the amount of of schematic representation between the X Z and eccentricity and the ratio of the uncoupled Y-Z plane models is that the rotational spring torsional frequency to the uncoupled lateral between the RCCV top slab (node 90) and the frequency. Since lateral / torsional coupling and basemat top (node 88) is presented only in the torsional response can significantly influence X Z plane. floor accelerations, structures are in general designed to keep minimum eccentricities. Each structure in the reactor building However, for analysis of structures that possess complex is idealized by a center-lined stick unusual eccentricities, a model of the support model of a series of massless beam elements. building is developed to include the effect of Axial, flexural, and shear deformation effects lateral / torsional coupling. are included in formulating beam stiffness terms. Coupling between individual structures 3.7.2.1.5.1.1 Reactor Building and Reactor is modeled by linear spring elements. Masses Pressure Vessel including dead weights of structural elements, equipment weights and piping weights are lumped l The reactor building (RB) complex includes: to nodal points. The weights of water in the l l 17 7 Amendrnent
Insert a , except for the vertical responses of the building walls in that the finite element results are higher at frequencies between 20 to 30 Hz. Therefore, with the exception noted, the stick model of a double symmetry representation (i.e., without eccentricities and torsional degrees of freedom) can be used to predict seismic response of the reactor building complex. To account for the variations in the building wall vertical responses, the results of the finite element analysis are enveloped with the results of SSI analyses using the stick model in establishing seismic design loads as described in Subsection 3A.10.2. I 1 l l l _A
23A6100A Standard Plant m 3A.10 SITE ENVELOPING SEISMIC the three directions. In the vertical direction, RESPONSE where applicable SRSS was used to include the coupling vertical response due to honzontal 3A.10.1 Enveloping Maximum Structural Loads shaking. The site-envelope seismic loads are established 2. The envelope spectra in the two horizontal from the envelopes of all SASSI analysis results from directions at each location obtained in step 1 3D SSI cases summanzed in Table 3A.7-1 (Cases I are subsequently enveloped to form the through 16). The site-envelope seismic loads obtained bounding horizontal spectra. are applicable for the design of the reactor building and control building structures and associated reactor and 3. The envelope spectra were subsequently peak other equipments housed in the ABWR standard plant. broadened by 15%. The enveloping maximum shear and moment The site-envelope peak broadened SSE floor distributions along the reactor building walls, RCCV, response spectra at critical damping ratios 2,3,5, and RSW, pedestal and key RPV internal components are 10% for the reactor building are shown in Figures shown in Table 3 A.10-1. He shear and moment are the 3A.10-1 through 3A.10-38 for the horizontal direction envelope of all SSI cases additionally enveloped over and in Figures 3A.10-39 through 3A.10-82 for the the enveloped responses due to X- (0*-180') and Y. venical direction including floor oscillator responses.*-bsd (90'270*) shaking. The torsional moments for building The results for the control building are shown in Figures -m structures are obtained using the enveloping shear force 3A.10-83 through 3A.10-101. For seismic design of W at each elevation multiplied by 5% eccentricity of the equipment and piping, the alternative seismic input can respective maximum floor dimension. be individual floor response spectra of each site condition considered in generating the site-envelope Similarly, the results for the control building were Spectra. obtained. These results are shown in Table 3A.10-2. Funbermore, vertical response spectra for floor It should be noted that for design purposes, no oscillators should be used for the components supported credit has been taken for the reduction of horizontal by the floor slabs. However, for the components in the forces at the reactor building and control building vicinity of the walls or on the walls, the building vertical elements below the ground surface as predicted from response spectra at respective elevation can be used. analysis. The largest shear force above the ground surface is maintained as minimum for these elements. 3A.10.3 EnvelopingMaximum Absolute Accelerations The vertical loads are expressed in terms of enveloping absolute acceleration. The enveloping The site envelope absolute acceleration responses maximum acceleration values for the reactor and control (enveloping maximum zero penod accelerations) are buildings are shown in Tables 3A.10-3 and 3A.10-4. shown in Tables 3A.10-5 and 3A.10-6 for the reactor Dese acceleration values do not include the coupling and control buildings. The vertical responses include effect and are only applicable for structural analysis in the coupling vertical response due to horizontal shakmg combination with the seismic loads due to horizontal where applicable. shaking. For equipment design, however, SRSS was used to include the coupling vertical response due to 3A.10.4 Enveloping Maximum Relative horizontal shaking. Ther,e results are presented in Displacements Secticr. 3A.10.3. The site envelope maximum relative displacements 3A.10.2 Enveloping Floor Response Spectra with respect to input motion at grade level in the free. field are shown in Tables 3A.10-7 and 3A.10-8 for the ne site-envelope floor response spectra due to the reactor and control building. These results may be used 0.3g SSE are obtained according to the following steps. for design of components supported on the surrounding soil medium and connected to the respective building.
- 1. He calculated 2, 3, 5, and 10% damping response spectra of all SASSI 3D cases are The site-envelope maximum relative displacements enveloped at all required locations in each of of the nodal points with respect to the base of each Anwndment 29 3A,lo.]
Insert b The vertical responses for the reactor building walls also include the responses of the finite element model (see Appendix 3H.1) for the upper bound R1 case. i
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ACCELERATION RESPONSE SPECTRA
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ACCELERATION RESPONSE SPECTRA - i1 i i
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i ACCELERATION RESPONSE SPECTRA
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ACCELERATION RESPONSE SPECTRA , , . . .
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ACCELERATION RESPONSE SPECTRA
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---- SZ DAMPING BROADENED (ENV DF ALL-CASES)
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