ML19260A186
| ML19260A186 | |
| Person / Time | |
|---|---|
| Site: | Summer  |
| Issue date: | 11/02/1979 |
| From: | DAMES & MOORE |
| To: | |
| Shared Package | |
| ML19260A181 | List: |
| References | |
| NUDOCS 7911070197 | |
| Download: ML19260A186 (23) | |
Text
. _ _ _ _ _ _ _ _
COMPARISON OF THE AUGUST 27, 1978, MONTICELLO RESERVOIR EARTHQUAKE RESPONSE SPECTRA TO THE OPERATING BASIS EARTHQUAKE RESPONSE SPECTRA FOR THE VIRGIL C. SUMMER NUCLEAR STATION 1299 274 DAMES S M O O Fd C 7911070/f]
COMPARISON OF THE AUGUST 27, 1978, MONTICELLO RESERVOIR EARTHQUAKE RESPONSE SPECTRA TO THE OPERATING BASIS EARTHQUAKE RESPONSE SPECTRA FOR THE VIRGIL C. SUMMER NUCLEAR STATION
1.0 INTRODUCTION
Since February 1078, the United States Geologic Survey (USG3) has operated a triaxial strong motion accelerograph (SMA) near the Virgil C. Summer Nuclear Station. Additionally, there are other USGS seismograph stations in the area as well as the Applicant's four-station microearthquake network. A description of the Applicant's microcarthquake monitoring network is found in Section 2.5.2.6 of the FSAR. Quarterly reports containing the data acquired from this network to date have also been submitted to the NRC under separate cover.
The location of the SMA is shown in Figure 1. As of November 1978, thirteen events with peak accelerations greater than 0.05g have been recovered from the SMA at the site. The most significant acceler-ation recorded to date was located in the vicinity of the shared abut-
_ ment of Dams B and C at the Monticello Reservoir and suggests a peak horizontal ground acceleration of 0.25g for the 180* component. The 90* component and the vertical component suggest accelerations of 0.20'g, and 0.08g, respectively. These motions were recorded from .lue occurrence of a magnitude 2.7 (local magnitude) earthquake on August 27, 1978 at a depth of approximately 1.5 km. Duration of strong ground motion greater than 0.lg for the 180* component was about 0.06 sec. at approximately 25 Hz (USGS, 1979).
2.0 THE TIME HISTORY OF THE AUGUST 27, 1978 MONTICELLO RESERVOIR EARTHQUAKE 2.1 Digitization of the Raw Data
_ The accelerat;on peak values recorded at the shared abutment of Dams B and C for the August 27, 1978 Monticello Reservoir event were
'299 275 on=a,e moo..e
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0.253g (160*), 0.214g (90*) and 0.071g (vert.) for the corrected (0.02 sec.) raw analog data.
After the standard automatic digitization and filtering procedures were performed by the USGS Seismic Engineering Branch in Menlo Park, California, the peak values were given as 0.106g, 0.083g and 0.039g for I the 180*, 90* and vertical components, respectively. For such a short record (~1 second) it was felt that the standard 50 point per second I digitization interval was not fine enough; therefore, the filtering and digitization was repeated at 100 points per second. The peak values then became 0.133g, 0.108g and 0.046g, respectively. As can be seen I from the raw data plots in Figures 2 through 4, the single excursion spike is very narrow, almost vertical, and any automatic digitization process would most likely miss a good portion of the record at that point.
Figures 2 through 4 present the expanded time sections of the cor-rected (0.02 sec ' raw analog data together with the 50 and 100 points /
second digitized records for the 180*, 90* and vertical components, respectively.
2.2 Comparison of Response Spectra of August 27, 1978 Monticello Reservoir Earthquake to the Response Spectra for the Operation Basis Earthquake (OBE)
As described in the FSAR in Section 2.5.2, the OBE for the Virgil C. Summer Nuclear Station is an Intensity VI-VII event, which is believed to be the greatest level of ground motion experienced at the site in historic times. This level of ground motion, based on historic accounts in the site area, was experienced as a result of the Charleston, South Carolina, Earthquake of August 31, 1886. A conser-vative estimate of 0.10g on rock and 0.15g on soil was made. for the ground motion to anchor the high frequency asymtote on the OBE response 1299 276 ADEn PA E S U FA O O sa s!
spectra. (Figures 2.5 - 42 and 2.5 - 43, in the FSAR soil and rock, respectively.)
By examining Figures 5 through 10 (computed response spectra of the 50 points /sec. and 100 points /sec. digitization time histories for various levels of critical damping compared to the OBE response spectra, normalized to 0.10g base acceleration) and Figures 11 through 16 (computed response spectra of the 50 points /sec. and 100 points /sec.
digitization time histories for various levels of critical damping com-pared to the OBE response spectra, normalized to 0.15g base accelera-tion) one can see that the instrumental peak accelerations for the August 27, 1976 event exceeded the specified OBE accelerations for both the rock and soil sites. The question to be resolved is whether this event represents earthquake ground motion that is more severe than that prescribed by the OBE values and their associated design response spectra.
The August 27, 1978 earthquake does not represent more severe ground shaking than that prescribed by other OBE. Dynamic amplifica-tion factors used in the preparation of the OuE design response spectra are based on the assumption that they represent the peak response value of a. single degree of freedom structure that is responding en motion of a significant duration and is undergoing several cycles of vibration of which several cycles will approach the peak value. The OBE design responsa spectra are conservative and necessarily cover a wide range of earthquake motions. An examination of the plotted acceleration records
[ on Figures 2 through 4 shows that the ef fective duration of the August 27, 1978 earthquake was approximately 0.5 second. This short duration is also represented by a precipitous fall-off in the response spectra values for frequencies less than 4 or 5 Hz (see Figures 5 through 6).
The motion can be approximately described as a very short, sha rp impulsive motion afer which the motion rapidly decays.
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The short duration and single spike excursion at high frequency of the response spectrum for the August 27 event has little effect from an engineering and safety point of view when compared to the OBE spectra for three principle reasons:
- 1. The dominant structural frequency of the plant is at or less than 15 Hz, while the sharp peak of the August 27,1978 event is greater than 20 Hz.
- 2. It is the correlation of sustained acceleration which is of engineering importance. This is pointed out by Trifunac and Brady (1975) who have recognized the phenomena of near-field effects and state
" Finally, it should be pointed out here that, from a practical earthquake engineering point of view, high acceleration amplitudes should not neces-sarily be associated with a proportionally higher destructive potential. An extended duration of strong ground motion and high acceleration ampli-tude characterize destructive earthquake shaking, while one or several high frequency, high acceler-ation peaks may, in fact, constitute only minor excitation because of the short duration involved and may lead to only moderate or small impulses when applied to a structural system."
The time histories of response for the August 27, 1978 earth-quake show a sharp rise to the maximum value followed by an exponential decay of the motion amplitude. This effect is in marked contrast to the response of an identical system to motion characterized by the OBE response spectra and duration.
The single spike excursion of the measured response spectra above the OBE spectra for frequencies higher than 10 Hz is not significant for structural analysis and integrity.
1299 278
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- 3. The effects of soil /saorolite/ structure interaction of the SMA foundation and shed, or the morphology of the shared abutment as potential amplification sources to the incident ground motion from the August 27, 1978 shock, must be considered.
While discussion of these topics can only be applied in the most qualitative of senses to the present situation, much at-tention is given to them, primarily of a research natur.;, in the literature. A scale model study by Rogers et al. (1974) on the effect of topography on ground motion for incident P-waves resulted in the conclusion that simple topoghrapy has a significant effect on ground motions measured on or near the topographic feature. It was also concluded that cther ef-fects, such as the interference of multiple arrivals and scat-tered surface waves, are just as important in compounding the effects of topography. "he SMA installation at the shared abutment of Dams B and C of Monticello Reservoir is located on a small promontory, underlain at shallow depth (-10 feet) by granodiorite bedrock. It is probabl~ that incident ground motion from the near-source earthquake of August 27, was amplified by the topography at the point of the SMA instrument location (see Figure 1). It is also probable, that due to the shallow bedrock and nearness of the shock, analastic attenua-tion of the high frequency motion had not taken place.
In summary, the August 27, 1978 earthquake did not produce ground motion in excess of the OBE criteria established and more severe than that which is designed into the Virgil C. Summer Nuclear Station.
Further, the finite size of large structures such as the nuclear con-tainerized vessel results in significant reduction in the high frequen-cy motion which produced the peak acceleration. An example of this fact has been documented by Newmark et al. (1977) for the Diablo Canyon Plant in California.
'299 279 DAMES 43 MOOstC
REFERENCES Trifunac, M. D. and Brady, A. G. ,1975, on the Correlation of Peak Acceleration of Strong Motion With Earthquake Magnitude, Epicen-tral Distance and Site Conditions; Proc. U.S. Nat'l. Conf. on Earthquake Engineering - 1975 EER1, pp. 43-52.
U.S. Geological Survey, circular 785-B,1979, Seismic Engineering Program Report, May - August 1978 R.L. Procella, ed.
Newmark, N. M. , , Itall, W. J. and Ma ryer , J. R. , 1977, Comparison of Building Response and Free Field Motion in Earthquakes, Proc. 6th World Conference on Earthquake Engineering, New Delhi, India Vol.
II, pp. 972-977.
Rogers, A. M.. Katz, L. J., and Bennet, T. J., 1974, Topographic Effects a Ground Motion for Incident P-waves: A Model Study; Mull. Seis. Soc. Amer., Vol. 64, No. 2, pp. 437 - 456.
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- - - MONTICELLO DAM. AUGUST 27, 1978 COMPONENT 180. 50 POINTS PER SECOND DAMPING = 0.52.05.07.010.0 South Carolino Electric B Gas Co.
Virgil C. Summer Nuclear Station Computed Response Spectra for 50 pts /sec Compared to OBE Response Spectra at
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NRC SPECTRA FOR PEAK ACCELERATION OF 10 PERCENT GRAVITY ACCELERATION = 0.10 DAMPING = 0.5 2.0 5.07.010.0 MONTICELLO DAM. AUGUST 27, 1978 COMPON ENT ' 90. 50 POINTS PER SECOND DAMPING = 0.52.05.07.010.0 South Carolino Electric 8 Gas Co.
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Virgil C. Summer Nuclear Station 1299 287 Computed Response Spectra for 50 pts /sec Compared to OBE Response Spectra at 0.109 - Vertical Component Figure 7
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Virgil C. Summer Nuclear Station 99 288 Computed Response Spectra for 100 pts /sec Compared to OBE Response Spectra at 0.10g - 1800 Component Figure 8 1
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- - - MONTICELLO DAM. AUGUST 27, 1978 COMPONENT 90. IOOPOINTS PER SICOND DAMPlNG = 0.5 2.0 5.0 7.010.0 South Carolino Electric 8 Gas Co.
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- - - MONTICELLO DAY. AUGUST 27, 1978 COMPONENT 180. 50 POINTS PER SECOND DAMPING = 0.52.05.07.010.0 2
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--- MONTICELLO DAM. AUGUST 27, 1978 COMPONE11T 90. 50 POINTS PER SECOND DAMPING = 0.52.05.07.010.0 South Carolino Electric B Gas Co.
'299 292 Virgil C. Summer Nuclear Station Computed Response Spectra for 50 pts /sec Compared to 0BE Response Spectra at 0.15g - 900 Component Figure 12
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- - - MONTICELLO DAM. AUGUST 27, 1978 COMPONENT UP. 50 POINTS PER SECOND DAMPlNG = 0.5 2.0 5.0 7.010.0 South Carolino Electric a Gas Co.
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!299 293 Computed Response spectra for 50 pts /sec Compared to OBE Response Spectra at 0.15g - Vertical Component g Figure 13 j
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- - . - MONTICELLO DAM. AUGUST 27, 1978 COMPONENT 180. IOOPOINTS PER SECOND DAMPING = 0.5 2.0 5.0 7.010.0 South Carolino Electric B Gas Co.
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- - - MONTICELLO DAM. AUGUST 27, 1978 COMPONENT 90. IOO POINTS PER SECOND DAMPlNG = 0.5 2.0 5.0 7.010.0 South Carolina Electric 8 Gas Co.
}}f)g }g} Virgil C. Summer Nuclear Station Computed Response Spectra for 100 pts /sec Compared to 0BE Response Spectra at 0.15g - 900 Component
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