ML19330B416
| ML19330B416 | |
| Person / Time | |
|---|---|
| Site: | Limerick  |
| Issue date: | 07/31/1980 |
| From: | PECO ENERGY CO., (FORMERLY PHILADELPHIA ELECTRIC |
| To: | |
| Shared Package | |
| ML19330B412 | List: |
| References | |
| NUDOCS 8008040007 | |
| Download: ML19330B416 (19) | |
Text
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COMPARISCN OF NEAR-SITE QUARRY BI16T OL'\RACIERISTICS
'IO THE SEISMIC DESIGN AT LIMERICK GENERATING STATION DOCKET NOS. 50-352 AND 50-353 July, 1980 80080400 0 p
COMPARISON OF NEAR-SITE QUARRY BLAST Cr.ARACTERISTICS TO THE SEISMIC DESIGN AT LIMERICK GENERATING STATION INTRODUCTION The effects of nearby quarry blasting on Category I structures at the Limerick Ge'nerating Station in east central Pennsylvania have been addressed. In order to identify the character and amplitude of the blast-generated seismic energy, usable blasting records have been processed and the resulting response spectra analyzed and compared to the Operating Basis Earthquake (OBE) design spectra employed for sensitive installations at the Limerick site.
BACKGROUND The Pottstown Traprock Quarry is located on the south side of Sanatoga Road, about 200 feet north of the nearest plant property line. Operations are mining argillaceous siltstone,in the vicinity of a western splay of the diabase dike exposed at the surface in the area (Figure 1). The plant site is situated to the south-southeast of the quarry on thinly bedded, competent siltstones and sandstones which dip gently (10-20 degrees) to the north, toward the quarry site. Between the quarry and the site, the north-northeast-trending Downingtown dike has been intruded along the Sanatoga fault, a system of echelon shears with brecciated and metamorphosed contacts.
Ground motion records from seven quarry blasts just north of the Limerick site were made available for this review. These blasts and attendant parameters are listed on Table 1. The recordings were made with standard instruments whose response characteristics record a trace with amplitudes directly proportional to velocity. The recordings have been made by experienced blast-monitoring engineers from Vinocon, Inc., Vibra-Tech Engineers, Inc., and, most recently, by VME-Nitro Consult, Inc. The records processed in this analysis were monitored by VME-Nitro Models E and G velocity recorders, both with flat frequency response (+3dB) from 5 to 200 Hz and a transducer natural freque.ey at 4.5 Hz. All measured values have been confirmed through direct contact with recording engineers in the respective firms.
It is readily apparent from inspection of Table 1 that peak velocities recorded at distances cf concern are extremely low, and constitute, in most cases, 1
. o vibratory ground motion which is only barely discernible above " background noise".
The durations of the strongest motion are generally below one-half second, with total duration at distance not exceeding one second (Figures 2 and 3). The earlier shots (1970,1974, and 1976) produced definitive time histories, but only with large blasts (pounds per delay period) recorded at distances less than 530 feet from the nearest shot hole (Table 1). " Pounds per delay period" represents the largest amount of explosive detonated at any one particular time. Intervals between delay periods are calculated in tenths of seconds. For the most part, the ground motions recorded at distances comparable to minimum quarry-to-Category I structure distances did not produce velocity traces of sufficient amplitude and character to allow an adequate spectral analysis. By way of example, Figure 2 shows the velocity traces recorded at 250 and 2800 feet from the 629 lb. (per delay period) quarry blast of June 24, 1970.
The trace recorded at the larger distance cannot be digitized and analyzed for spectral shape and content with an appropriate degree of confidence, although peak motion can be reliably determined. The strongly characterized recording at 250 feet was not used for reasons stated below. The peak motions from all available recordings, however, have been used to determine a site-specific attenuation, as discussed later.
PROCEDURE In order to !dentify and characterize the spectral content of a quarry blast which might be anticipated for the future, two of the tnree recordings from the February 4,1980 shot were selected for processing. All three traces, recorded at 1850, 2820, and 3900 feet, are shown on Figure 3 and it can be seen that the trace recorded at the 3900-foot distance is unsuitable for spectral analysis. It should be emphasized that even the time histories recorded at 2820 feet are marginal with respect to the digitizing process, but are of sufficient clarity to use as a " distant" record for this analysis. It was considered more appropriate to analyze these records taken at distances which were most comparable to the distances of concern here -that l Is, minimum quarry-to-pump house (1850 ft) and reactor building (3300 ft) as shown on l Figure 1. This would mitigate possible anomalous results inherent in the extreme !
distance (and source " size") scaling procedure which would be required using the l stronger records from high yield blasts at the short distances (as shown for the 1970's on Taole 1). Also, it is apparent that actual available blast energy (pounds of explosive per delay period) has been reduced over the years, reflecting pe: haps more efficient use of explosives in smaller, multiple down-hole configurations. Therefore, even l l
2 l
t
though the shot of February 4,1980, with a maximum explosive load per delay period of 410 pounds furnishes the only data considered applicable to this analysis, it may constitute an adequate representation of spectral composition for future blasting at the distances of concern.
The velocity records for the February 4,1980 blast were processed in the following manner. The traces of all three components of velocity (longitudinal, vertical, and transverse) were digitized at the California Institute of Technology's seismological laboratory using standard equipment employed by that lab for such analog to digital conversions. The digitized velocity time histories were then stored on disc in the PRIME computer system which is connected to the digitizer. A data tape was then prepared for use with Dames & Moore's computer system (UCS CDC 6600). The digitized records were scaled (set) to the peak values supplied by the monitoring engineers using Dames & Moore's HISPLT program developed specifically for scaling and plotting time histories in any required format. Acceleration time histories were derived through differentiation of the velocity components by the time interval of .005 seconds, allowing the analysis to adequately represent spectral characteristics up to aaout 50 Hertz. The acceleration time histories were input to Dames & Moore's SPECPLT program which plotted the specified response spectra for each component at values of 0.0, 0.5, 2.0, and 10.0% damping. The resulting spectra are shown on Figures 4a through 4f and, although the plots are run out to 100 Hz, we do not consider the spectra reliable above 50 Hz. This appears to be adequate for this analysis. The programs used to prepare these spectra have been properly certified and have been employed in former work where regulatory quality assurance procedures were mandated.
RESULTS Figure 5a compares a 2% damped blast response spectrum of each of the three components of motion to the OBE design spectra employed for Category I structures at the Limerick Generating Station. These blast spectra are derived, as previously discussed, from a recording taken at the electric substation just north of the spray pond (Figure 1) at a distance of 1850 feet from the shot. This 1850-foot distance happens to correspond to the closest approach of a quarry face to the Spray Pond Pump House, as shown on Figure 1. The spectrum of each component of motion is anchored on the tripartite graph at its respective peak acceleration level which was 3
taken from the acceleraticn time history computation discussed above (See Table 1).
The OBE design spectra are anchored at the 7.5% of gravity (g) specified for seismic cesign at the Category I structures. it is seen that, except for an extremely small exceedance by the longitudinal blast component in the frequency range of about 41 to 47 Hz, the blast spectra are enveloped by the design spectra.
In the interest of providing site depender t background data and an estimate for scaling the spectra to appropriate distances, site specific attenuation functions for both velocity and acceleration were plotted and $1re shown on Figures 6 and 7. The maximum peak velocities (strongest component) have been plotted (Figure 6) against the ratio of the recording distance to the square root of the charge weight (Ibs per delay period), a format typically employed in blast monitoring and used by Bechtel in establishing an explosive utilization curve for Limerick's on-site blasting program.
The curve of Figure 6 was constructed to envelop all but one data point, and is thus considered representative of a conservative maximum peak velocity response for the subject site. Similarly, peak horizontal component accelerations were plotted using the same format based on the acceleration levels derived from processing the five velocity time histories (Table 1, last two columns). The resulting attenuation curve (Figure 7) is considered representative of site specific ' transmission characteristics and furnishes conservative peak acceleration levels to which the blast spectra may be anchored for comparison to the OBE design spectra.
Figure 5b displays the 2% damped blast response spectrum (from the 2820-foot recording) for each of the three components of motion superimposed on the OBE design spectra. The blast spectra are anchored at the peak acceleration level suggested by the attenuation curve of Figure 7 - about .008 g at the 3300-foot distance (from quarry to reactor building). The distance-scaled blast spectra fall well below the design spectra at all frequencies.
DISCUSSION It is evident from inspection of Table 1 that peak velocities imposed by quarry blasting practice at distances of concern are well below those levels which are considered significant in engineering practice, and are essentially at or just above normal background " noise". There is some scatter noted in measured peak velocity and 4
acceleration response, however, which is probably due to locally variable foundation conditions as well as source effects and variances in transmission characteristics over the site.
As previously discussed, Figure 5a has presented the spectral response of the three components which were recorded at the electric substation, and each component was anchored, on the high frequency end, at the peak acceleration level calculated for that particular component. However, there may be differences in the energy transmission characteristics and near-surface response between the recorded quarry-to-electric substation travel path and the postulated nearest approach of the quarry to the pumphouse (Figure 1), even though the 1850-foot distance is common to both. Also, inspection of Table 1 (Columns 4 through 8) discloses that there is apparently no preferred component (orientation) for the maximum amplitudes recorded under the conditions existing at the recording sites. For these reasons, it may be more diagnostic of average site conditions to anchor the blast spectra on Figure 5a at the conservative acceleration level suggested (for the 410-lb. shot at 1850 feet) by the site specific attenuation curve of Figure 7. If each blast component spectrum were adjusted (translated vertically on the tripartite graph) to this 2% g level, the small exceedence of the design spectra by the longitudinal blast spectra near 40-45 liz would be essentially nullified. The spectra for the other two components would be raised somewhat but would not significantly exceed the design envelope.
Aside from the expected attenuation effects of geometric spreading and material damping, " attenuation" of motion can be simulated by the " tau" effect - the local alteration of motion by the finite size of a particular foundation, particularly in the high frequency portion of the spectra. Thus, the effects of future blasting on completed, operational structures at the plant site may be somewhat different than suggested by the current monitoring program, and may result in even lower amplitudes at frequencies of concern.
In summary, based on a review of all the available blast records, it can be
- concluded that quarry blasting has generated velocities whose peak amplitudes are well below accepted damage thresholds at distances of concern. Moreover, the spectral response for calculated acceleration levels from quarry blasting utilizing about 410 pounds of explosive per delay period is essentially enveloped at critical frequencies by the OBE design spectra for sensitive structures at the Limerick Generating Station.
5
TABLE 1 QUARRY BLAST DATA Peak Horizontal Acceleration (g)
(from computed Recording Measured Peak Velocity acceleration Maximum Distance (in/sec) time history)
Date Ibs/ delay (ft)* Long. Vertical Trans. Long. Trans.
250 1.90 1.50 1.60 .732 . 544 6/24/70 629 .02 03 2800 .02 .
9/4/74 694 500 .56 .67 . 57 .132 . 137 4/8/76 668 527 .28 .19 . 32 .117 . 132 1850 .09 .04 . 06 .023 . 017 2/4/80 410 2820 (CT) .03 .02 . 03 .010 . 009 3900 (RB) .02 .02 . 02 2490 (PH) .01 .01 . 01 - -
4/3/80 435 2930 (CT) .02 .01 . 01 3940 (RB) .01 .01 . 01 2410 (PH) .03 .03 . 03 - -
5/8/80 325 2850 (CT) .02 .02 . 03 3860 (RB) .02 .02 . 02 2430 (PH) .02 .02 . 02 - -
5/29/80 336 2870 (CT) .02 .03 . 03 l
3880 (RB) .01 .02 . 02
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RB - Reactor Building e
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RECORDED AND INTERPRETED BY:
VIBRA-TECH ENGINEERS, INC.
VlBRA-LOG SEISMOGRAPH, SPRENGNETHER VS-1100 PERIOD = 0.5 SEC. NO. 178 AT 250 FT.
NO. 151 AT 2800 FT.
QUARRY Bl.AST OF JUNE 24,1970 RECORDED 250 FT. AND 2800 FT. FROM SLAST WITH MAXIMUM EXPLOSIVE / DELAY PERIOD OF 629 LBS.
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.I RECORDED AND INTERPRETED BY 1 VME-NITRO CONSULT, INC. l INSTRUMENTS: VME VELOCITY RECORDERS, MODELS E r, G l l l
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