ML19309H507
| ML19309H507 | |
| Person / Time | |
|---|---|
| Site: | Vallecitos File:GEH Hitachi icon.png |
| Issue date: | 04/30/1980 |
| From: | ENGINEERING DECISION ANALYSIS CO., INC. |
| To: | |
| Shared Package | |
| ML19309H504 | List: |
| References | |
| EDAC-117-253.02, NUDOCS 8005130421 | |
| Download: ML19309H507 (4) | |
Text
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EDAC-117-253.02 800513oq,zj O
ADDITIONAL INVESTIGATIONS TO DETERMINE EFFECTS OF 9
VIBRATORY MOTIONS DUE TO AN EARTHQUAKE ON THE CALAVERAS FAULT prepared for GENERAL ELECTRIC COMPANY Vallecitos, California 30 April 1980 uu-wamee.swy, em OFFICIAL M AL y
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1 TABLE OF CONTENTS Page i
INTRODUCTION..............................
I 1
GROUND MOTION CRITERIA.........................
1 COMPONENTS OF EARTHQUAKE VIBRATORY MOTIONS...............
1 EVALUATIONS OF BUILDING........................
2 REFERENCES 1
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i ADDITIONAL INVESTIGATIONS TO DETERMINE EFFECTS OF VIBRATORY 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 fault. Many of the pertinent aspects of t'he 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.
GROUND 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 COMPONENTS CF EARTHQUAKE 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
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2 EVALUATIONS OF BUILDING As explained previously in Reference 1, detailed stress analyses were performed for a ground acceleration of 0.89 Inspection of the above matrix shows that the resultant revised acceleration is:
[(1.0 x 0.60g)2 + (0.4 x 0.60g)2 + (0.4 x 0.40g)2 1/2 = 0.679 3
The previous analyses for 0.8g are thus clearly adequate.
In addition, it is evident that the structure is adequate to withstand motions of at least 0.75g thus:
[(1.0 x 0.75 )2 + (0.4 x 0.75g)2 + (0.4 x 0.5g)2 1/2 = 0.83g 9
3 This is an insignificant increase (only four percent) above the value used previously in Reference 1.
It was therefore judged that it was unnecessary to make additional stress analyses for the postulated Calaveras event, and it was concluded that the 5 valuations described in Reference 1 adequately demonstrate that the Reactor Building is adequate to withstand motions induced by postulated seisric events on the Calaveras fault.
REFERENCES 1.
Engineering Decision Analysis Company, Inc., " Seismic Analysis 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-117-254.03, prepared for General Electric Company, 30 April 1980.
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