ML19321A030
| ML19321A030 | |
| Person / Time | |
|---|---|
| Site: | Vallecitos File:GEH Hitachi icon.png |
| Issue date: | 06/30/1980 |
| From: | ENGINEERING DECISION ANALYSIS CO., INC. |
| To: | |
| Shared Package | |
| ML19321A022 | List: |
| References | |
| EDAC-117-253.02, EDAC-117-253.02-R1, NUDOCS 8007220356 | |
| Download: ML19321A030 (11) | |
Text
{{#Wiki_filter:. EDAC-117-253.02 Revision 1 O ADDITIONAL INVESTIGATIONS TO DETERMINE EFFECTS OF VIBRATORY MOTIONS DUE TO AN EARTHQUAKE ON THE CALAVERAS FAULT prepared for GENERAL ELECTRIC COMPANY Vallecitos, California 30 April 1980 Revision 1 - 30 June 1980 gr$,s OFhICIAL SbAL ,-2.v-u U 4 'f;?O9TA C. CASOs jsgo i t 1'^jtt.'J:l).NOTurpenu;.cq:cogg,4 ) 'ZI } ENGINEERING DECISION ANALYSIS COMPANY. INC. 480 CALIFORNIA AVE.. SUITE 301 BURNITZSTRASSE 34 F ALO ALTO. CALIF. 94306 6 FRANKFURT 70. W. GERMANY 8 0 0 7 2203pg
i 1 i TABLE OF CONTENTS i I i Page INTRODUCTION.............................. 1 GROUND MOTION CRITERIA......................... 1 COMP 0NENTS OF EARTHQUAKE VIBRATORY MOTIONS............... 2 EVALUATION OF STRUCTUR E........................ 2 i REFERENCES 4 J 4 1 i a i 12
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ADDITIONAL INVESTIGATIONS TO DETERMINE EFFECTS OF VIRRATORY MOTIONS DUE TO AN EARTHQUAKE ON THE CALAVERAS FAULT INTRODUCTION This document presents the results of additional investigations to determine the effects of vibratory motions due to an earthquake on the Calaveras f ault. Many of the pertinent aspects of the investigations are identical to analyses which were reported previously to the NRC (Ref.1) Therefore, in the interest of brevity and non-duplication, only the new features of the additional analyses are reported herein. This revised report supersedes the original repoit dated 30 April 1980. In this revision, supplementary detailed information regarding the investigations has been included. Basic procedures, results, and conclusions remain unchanged. GRO'JND MOTION CRITERIA The following ground motion parameters were selected for the evaluations (Ref. 2). Effective horizontal ground acceleration: 0.60g Effective vertical ground acceleration: 0.40g Response spectrum shape: Regulatory Guide 1.60 The evaluations were also performed for the folicwing criteria specified by the USNRC (Ref. 3) Effective horizontal ground acceleration: 0.75g Effective vertical ground acceleration: 0.50g Response spectrum shape: Regulatory Guide 1.60 77~ ' M t 2,: EDAC 3;# a.~ ~m. [_'f-t e
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2 COMPONENTS OF EARTHOUAKE VIBRATORY MOTIONS The evaluations of the Reactor Building were based on the following matrix of percentages of effective ground acceleration values for vibratory loading: Case H1 H2 Vertical 1 1 100% 1 40% 1 40% 2 1 40% 1 100% 1 40% 3 1 40% i 40% 1 100% EVALUATION OF STRUCTURE The Phase 2 linear elastic analyses for the GETR Reactor Building were performed for a ground acceleration of 0.8g due to a seismic event on the Calaveras f ault, using a three-dimensional lumped-mass cantilever model shown in Figure 1 (Reproduced from Figure 2-5 of Reference 1). The dynamic analyses were performed for two horizontal (NE and NW) components and the vertical component independently. The stress analyses using the three-dimensional finite-element model were then performed using the NE earthquake component. All major walls of the concrete core structure of the Reactor Building are essentially parallei either to the NE or the NW directions (Figures 2 and 3). It was found, on the basis of hand computations, that the forces due to the earthquake component in the NE direction were resisted primarily by shear walls parallel to that direction, ar.d the stresses in the walls parallel to the NW direction due to the earthquake ccmponent in the NE direction were found to be neglegible. Sirrilarly, the forces due to the earthquake component in the NW direction were resisted primarily by shear walls parallel to that direction, and the stresses in the walls parallel to the NE direction due to the earthquake component in the NW direction were found to be neglegible. It was also determined that the stresses in the walls parallel to the NE direction due to the earthquake component in the NE direction were similar in magnitude to the stresses in the walls parallel to the NW direction due to the earthquake component in the NW direction. OFFICIAL F"AL
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3 Based on the above results, it was therefore decided to perform the Phase 2 stress analyses (Ref.1) using the three-dimensional finite-element model with only one horizontal component of earthquake motion. The component in the NE direction was selected for this purpose. The maximum absolute accelerations at each floor level were multiplied by the tributary masses at each nodal point at that level of the finite-element model to compute the inertial forces at these nodal points. These nodal forces were then applied statically to compute the stresses in the elements of the finite element model. After the completion of the stress analysis described above, the stresses in the NW direction in selected elements (due to the earthquake component in the NE direction) were examined, compared against the stresses in the NE direction (due to the earthquake caponent in the NE direction), and were found to be neglegible. This examination verified that it was appropriate to perform the stress analysis using the three-dimensional finite-element model for only one horizontal component of the earthquake motion (NEcomponent). The influence of the vertical component of earthquake motion on the structural response was investigated as a part of the Phase 2 Calaver'as analyses (Ref. 1), as well as during the recent Verona analyses (Ref. 4). The Calaveras analyses showed that the influence of the vertical component of earthquake motion on the horizontal shears was neglegible. Also, the recent Verona analyses (performed concurrently for the three components of earthquake motion), showed that the vertical component influences the principal stresses by abr Jt 10 percent. It should also be recalled that there were a number of conservatisms associated with the three-dimensional finite-element stress analyses described above. For example, the exterior wall in the basement in the e m i OFFICIAL S"AL I .k mn - p.s c cMcNFm ( [. $k'a sot /Rf PUGUC CAuf0RNIA ? is 3-EM
4 region of the concrete core structure, as well as the remainder of the exterior ring wall outside of the core structure, were ignored i.e., the stiffnesses of these walls were assumed to be zero, in these analyses. A detailed discussion of the many conservatisms in the analyses is provided in Ref. 5. It was therefore judged unnecessary to make additional stress analyses for the postulated Calaveras event for the three components of input motion as specified in the criterion (0.609 - Ref 2; and 0.75g - Ref. 3), and it was concluded that the evaluations for 0.80g described in Reference 1 adequately demonstrate that the Reactor Building is adequate to withstand moticns induced by postulated seismic events on the ~ Calaveras fault. OFFICIAL SI:AL IRC:*M C. CA500FIRO I,3.py(.; Nowtr recuc - CAUFORMA &g / ..g Em.s=2iESE1 EDAC e,,, y, I
\\ 14E Containment Elev. 659 ft 7 in. 4 NW c:* SE 648 ft 7 in. o E 637 ft 7 in. gg . Polar Crane fil 626 ft 7 in. g T B ,F1oor 3 611 ft 7 in. L5.l L3.1 g 600 ft 8 in. g gg Floor 2 'b 589 ft 9 in. 3 578 ft 9 in. 3 g g B Floor 1 E 567 ft 9 in. g _g 15 17 b 3 560 ft 3 in. gg E _,__ S @ g g Top of Basement Slab 552 ft 9 in. Bottom of Foundation' 4 546 ft 3 in. gj[ z (vertical) e 5.2, A y (NE) I vg aug. __ x (3g) Beam Element i I G of entire structure Rigid Link I (Not to Scale) FIGURE 1. MATHEMATICAL MODEL FOR THE LINEAR ELASTIC DYNAMIC ANALYSES (Reproduced from Figure 2 5 of Reference 1) .mun-mm pm OFFICIAL E' AL r Q'}.h '*WGY PUT UC - C4 /OR NBA EDAC , Ll: T.C N6 C CleCr;RO - *: r j 's - } y Al r i.4[: A rP :?( s 'cx f.'y u,mm. or e s ',:3 R 3 ESI w m {=sy [ [ e.~+
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REFERENCES 1. Engineering Decision Analysis Campany, Inc., " Seismic Analyd s of Reactor Building, General Electric Test Reactor - Phase 2," EDAC-117-217.03, prepared for General Electric Company, 1 June 1978. 2. Engineering Decision Analysis Company, Inc., " Review of Seismic Design Criteria for the GETR Site," EDAC-ll7-254.03, prepared for General Electric Company, 30 April 1980. 3. USNRC (D. G. Eisenhut) letter to General Electric (R. W. Darmitzel) 23 May 1980. 4. Engineering Decision Analysis Campany, Inc., " Additional Investigations to Determine the Effects of Combined Vibratory Motions and Surf ace Rupture Offset Due to an Earthquake on the Postulated Verona Fault," EDAC-117-253.01, Revision 1, prepared for General Electric Company, 8 May 1980. 5. Engineering Decision Analysis Canpany, Inc., "Conservatisms in the Seismic Evaluations of the GETR Reactor Building, "EDAC-117-254.02, prepared for General Electric Cdmpany, 30 April 1980. OFFICAL hE AL ViG!N! A C. CASQUBRO NOTARY PUQUC - CALIFORillA,1 1 f<! w: f- - assten'J:fiYta; '=Ji EDAC At?JACA CO 3 ~ .}}