ML20033B060

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Active Field Experiments Rept in Response to FSAR Question 361.24 Re Field Testing
ML20033B060
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Site: Summer South Carolina Electric & Gas Company icon.png
Issue date: 11/30/1981
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{{#Wiki_filter:-. s- +- VIRGIL C.. SUMMER NUCLEAR STATION ACTIVE FIELD EXPERIMENTS REPORT i t SOUTH CAROLINA ELECTRIC & GAS COMPANY NOVEMBER - 1981 l t' e i i e 4 8111300331 811119 PDR ADOCK 05000395 A PDR l

? 4 VIRGIL C. SUMMER NUCLEAR STATION ACTIVE FIELD EXPERIMENTS INTRODUCTION An active field experiment using shallow explosions was devel-oped for the Virgil C. Summer Nuclear Station in order to provide additional data relative to the large, high frequency peak accelerations produced by the reservoir induced microearthquakes. This experiment was initiated on October 15, 1981, with the field work being completed on/October 29, 1981. Results of this ex-( periment are presented'herein. PURPOSE OF THE EXPERIMENT The purpose of the experiment was to acquire data for a compara-tive study of ground motion at the two sites currently occupied by USGS accelerographs (USGS SMA-1 #603 and #267) and at addi-tional sites in the free field and in building foundations. Of principal interest were ground motion comparisons of tl) the site of USGS SMA-1 #603 on the dam abutment relative to sites elsewhere in the free field, and (2) the nuclear power plant foundation relative to free field sites. Our aim was to test the hypothesis that earthquake ground motion recorded by USGS SMA-1 #603 may have been systematically larger than that experienced at other

. sites at comparable epicentral distances, for shallow RIS events. In particular, we were interested in comparing ground motion on the dam abutment and other free-field sites with each other and with that on the nuclear plant foundation. Experience and theory both indicate that motion on the plant foundation, resting on hard rock, could be significantly less than at free field sites underlain by a thick layer of stiff soil, such as the saprolite that occurs over much of the study area (including the site of USGS SMA-1 #603). However, it was realized that shallow explosions would not necessarily replicate the earthquake motions in terms of body wave angles of incidence, relative amplitudes of waves of various propagation modes, and duration. In ac;1ition, it was anticipated that motions produced by the two explosions would also differ in these respects. FIELD PROCEDURE Description - Shot Point 1 The first experiment was developed to provide a distant source of ground motion re.'.ative to the locations of the nuclear station and the deployed test instrumentation. Shot point 1 was located on the east side of Monticello Reservoir as shown in Figure 1 with coordinate locations identified in Table 1. This test con-sisted of four (4) holes, 6" in diameter, drilled to a depth of 125'. The four holes were spaced approximately 30' - 35' apart on a northwest alignment. Bedrock was encountered in each of

- the holes at a depth of 70' - 85'. Six inch diaaeter steel casing was installed in each hole and seated into the bedrock. Explosives of 250 lbs. were installed in the bottom of each hole and were wired for simultaneous explosion. Each hole was subsequently stemmed with a gravel and sand mixture. The ex-plosives were detonated at 8:00 P.M. on October 28, 1981. Description - Shot Point 2 The second experiment was developed to provide.a near source of ground motion relative to the locations of various strong motion accelerometers and seismometers. Shot point 2 was located south of the Fairfield Hydro Plant (approximately 1 mile northwest of the nuclear station) as shown in Figures 1 and 2 with coordinate locations identified in Table 1. This test consisted of one (1) hole, 8" in diameter, drilled to a depth of 492'. Bedrock was encountered at a depth of approximately 55'. An 8" diameter steel casing was installed in this hole and seated into the bedrock. A total explosive charge of 500 lbs. was installed in this hole, I however, due to an undefined obstruction within the hole, 1/3 of the explosives (approximately 170 lbs.) was placed at the bottom of the hole, while the remaining 2/3 of the explosives (approximately 330 lbs.) were positioned at the point of obstruction at approximately 180' - 200' depth. All of the explosives were wired for simultaneous detonation. The hole was subsequently stemmed with alternating J ayers of clean gravel and gravel-sand otxture. A large mound of the gravel-sand mixture was placed over the hole. The explosives were detonated at 4:30 P.M. on October 29, 1981.

=. Description - Instrumentation and Locations Instrumentation used in the experiment consisted of Kinemetrics SMA-1 strong motion accelerographs, Kinemetric Triaxial Time-History Accelerographs, Sprengnether DR-100 digital recording seismographs, and URS/Blu'e seismographs. All instruments were m three-component systems, recording one vertical and two horizontal components of motion; horizontal components are oriented north-south and east-west. Locations of the instruments are shown on Figure 2 and identified in Table 1. Instrument sites are described briefly, below. Frequency response characteristics of seismographs are given in Appendix A. (1) Dam Abutment between Dams B and C - This location was chosen as the existing location of the USGS SMA-1 (#603). l The USGS instrument is located on a concrete pad (4' x 4' x l') on a natural hillock between Monticello Reservoir Dams B and C. As previously reported this location is underlain i by 56' of saprolite and residual soils over bedrock. An i i l additional SMA-1 was installed on the same concrete pad. 1 Both a DR-100 and a Blume recorder _were installed at this location. l (2) Tail race at Fairfield Hydro Plant - This location was l chosen as the existing location of the USGS SMA-1 (#267). The USGS instrument is located on a concrete pad (4' x 4' x l') l on a constructed fill area adjacent to the hydro tailrace. l This location is underlain by a sand and stone fill ~ material l l l \\

- over saprolite and residual soils. An additional SMA-1 was installed on the same concrete pad. Both a DR-100 and a Blume recorder were installed at this location. (3) Near Shot Point 2 - A concrete pad (5' x 7' x l') was constructed approximately 26' south of the Shot Point 2 location. This location is underlain by a sand and stone fill material over saprolite and residual sails. An SMA-1 was installed on the concrete pad. (4) Fairfield Hydro Plant Basement - An SMA-1 was installed on the basement elevation of this structure. The hydro plant is a massive reinforced concrete structure which rests directly on bedrock. (5) Near Meteorological Tower - This location was selected to I represent the free-field conditions of the nuclear station, while being remote from construction activities. A concrete pad (5' x 7' x l') was constructed near the meteorological tower on a natural hillock. This location is underlain by saprolite and residual soils over_ bedrock. An SMA-1 was i installed on the concrete pad, along with a DR-100 near the pad. I (6) Auxiliary Building Basement - Due to construction and start-up testing activities, this location was selected to provide a quiet setting in a large structure with a massive foundation. The auxiliary building foundation rests directly on bedrock. A DR-100 was placed at this location.

= . (7) Reactor Building - Two (2) permanent Triarial Time-History Accelerographs (Kinemetrics DSA type) were used in the ex-periment to record any strong motions within the nuclear station. One instrument is located on the foundation mat f of the reactor building on the periphery outside the con-tainment shell. The other instrument is located on the ring girder at the top of the containment. The reactor building foundation rests directly on bedrock. Conduct of Test Due to the small point sources of the experiment, it was necessary to manually trigger all of the instrumentation prior to the test. All locations wero manned prior to each test, and by means of con-current radio, telephone and loudspeaker communications, each instrument was manually triggered 60 seconds prior to the deton-ation, and manually stopped 60 seconds after the detonation. This approach ensured a complete record of the motions at each location. This method was extremely important for the accelerographs due to the small accelerations anticipated. DATA Seismograms The two Blume seismographs functioned vpry well: three components of motion were recorded at both the dam abutment and tailrace sites, for both shots. These seismograms are shown in Figures 3

. through 6. The Blume instruments were accurately calibrated before deployment, and particle velocities (ordinates in rigures 3 through 6) are known to within about.1 percent. The Sprengnether DR-100 digital seismographs functioned fairly well, except that both. horizontal components failed to record at the dam abutment, as did the N-S component at the meteor- ~ i ological tower. Complete, end-to-end calibration (seismometer through A/D converter and multiplexer in recorder) of DR-100 4 units was performed in the field 10 days following the shots. The preliminary report on this work used partial calibrationc, and, therefore, scale factors were in error by as much as a factor of two. These have now been corrected, and are accurate to better than 10 percent. Seismograms as originally plotted are shown with corrected scale bars in Figures 7 through 14. Direct comparison of seismograms for both shots shows some striking differences in peak particle velocities and frequency content among the four seismograph sites. However, we much prefer to make quantitative comparison of ground motions in the frequency domain, as described below. Accelerograms i Raw accelerograms and peak accelerations read from them are given in Appendix B. . Motions for shot 1 were too small to be recorded on any of the accelerographs, and those for shot 2 produced very small records, affording rather~ marginal resolution. r9-w"*'"vce-yy- -w w wtiw g y g *--r-t----t---wvevwywv-w-Wye---i-*dw-y --ygmyy<, eye,-g,,-y -Wy .w3.p-- y,ywym%,yee-w y eeey----- g w-7 r---- w~=---- -w w-+=-y -ri g

-g-Therefore, these data are not considered very significant to l 4 the present study: the seismographs provided much more useful information. SPECTRAL ANALYSIS Methods Fourier spectral magnitudes of particle-velocity time histories were obtained using a Norland 3001 Digital Signal Analyzer. The sample rate was 200 per second and the number of samples i in each discrete Fourier transform (DFT) was 1,024, yielding a record length of 5.12 second; sampled frequency separation, there-fore, was 0.195 hz. For shot 1, this record length was sufficient to include all P-and S-wave motion, as well as about 3 seconds of coda; for shot 2, practically all observable coda motion is included in the 5-sec window. All spectra were smoothed with a 7-point running average. Timing marks (at 2-sec intervals) present in the Sprengnether DR-100 records were removed before 7 taking DFTs. All spectra are plotted from 0 to 70 hz. However, values for i frequencies less than 1 hz (DR-100) or 2 hz (URS/Blume seismograph) l are not correct due to roll-off of seismometer response. Comparison of ground motions (particle velocities) among stations 1 l is based upon ratios of Fourier spectral magnitudes; these are l obtained by point-by-point division of the two spectra being 9 compared. Also, ratios of the integral of power spectral density l l [

. were used to compare shot-1 motion at the dam abutment with that in the auxiliary building. Further details are given later. All comparisons discussed below are limited to stations recording either shot at nearly equal distances, so that attenuation of motion with distance, which is not known precisely, is not an issue in our analysis. Results i Fourier magnitudes for shot 1 as recorded at the four seismograph sites are shown in Figures 15 - 18. Figure 19 shows spectra of background noise for 5 seconds immediately preceding the shot, for the horizontal components at the dam abutment, tailrace, and auxiliary building. Most signal energy is in the band 2 - 20 hz, and background noise is nearly white, with peaks at 20 hz and 60 hz (electrical noise). Comparing signal with noise spectra, it can be seen that signal-to-noise ratios at free-field stations generally exceed 50 in the passband 2 - 20 hz, and usually exceed 10 at 20 - 50 hz. In the auxiliary building, noise levels are relatively high, with a strong peak at 30 hz, the frequency of rotation of electric-motor driven equipment in j the building. Signal-to-noise ratios there are roughly about 5 to 10 in the passband 2 - 40 hz. Figures 20 and 21 show spectral ratios for the dam abutment / l l tailrace stations, for shots 1 and 2 respectively. There is l wide variation across the entire frequency range, for both shots. For shot 1, the ratio is generally between 1 and 2 for j l l l l

_ lo - frequencies from 5 hz to 40 hz, on the two horizontal components; on the vertical component, the ratio is usually less than 1 in the same frequency band. The situation is reversed for frequencies less than 5 hz. For shot 2, the ratios are generally less than 1 in the band 10 - 40 hz, for all three components; at lower fre-quencies, ratios vary markedly, but are greater than 1 in the band 6 - 8 hz. Figure 22 compares vertical components on the dam abutment and the meteorological tower for shot 1, and it may be seen that motion is generally smaller at the former, except in the band 2 - 8 hz. Based upon the data presented above, it appears that significant amplification of ground motion does not occur on the dam abut-ment relative to other free field sites at frequencies about 10 hz. At lower frequencies, between about 5 and 10 hz, some minor an:plification (factor of 1 to 3, but averaging about 1.5) seems tc occur. Figures 23 - 25 present spectral ratios for the auxiliary bui.iding relative to the three free-field sites. These show a major reduction of motion in the auxiliary building at nearly all frequencies between 2 and 40 hz, for horizontal com-i ponents. Vertical components are not shown because calibration data indicate that the vertical component at the auxiliary building had a response characteristic quite different from the other stations. The most important comparison to be made is between the auxiliary building and the dam' abutment, where large, high-frequency accelerations from RIS events have been recorded by

. an SMA-1 accelerograph. This comparison (for shot 1) is given in Figure 25, and shows ratios from 0.06 to 0.60, averaging about. 0.2, in the band 4 to 30 hz. In order to summarize the motion in tha auxiliary building, relative to that on the dam abutment, we computed integrals of power spectral density in several passbands using an average of N-S and E-W components.. The ratios of these values for the two sites were computed for each passband; the square roots of these ratios were also computed, and represent the ratio of root mean square (RMS) particle velocity in each passband. These data are summarized in Table 3. The data of Table 3 show that RMS velocities in the auxiliary building are from 10 percent to 4 30 percent of those recorded on the dam abutment, and show a systematic increase with frequency. In the passband 20 to 33 hz, the ratio is 0.305, showing greater than 3-to-1 reduction of RMS velocities in the auxiliary building.

SUMMARY

AND CONCLUSIONS Seismograms from two explosion tests (or shots), recorded at four different sites, have been subjected to spectral analysis in order to assess possible significant differences in site response as a function of frequency. Of primary concern were the response of the dam abutment relative to other free-field sites (tailrace and meteorological tower), and the response of the auxiliary eeer-.. .wc-. ..----,,,-w.,.% m, -.m,.-. ,,,-w, ,w.-,,_ ,---,---9% - im ,.-.----1w .y - - ~ - --,, -- -- - --

. building foundation relative to the three free-field sites. Based upon seismograms for both shots, the dam abutment does not. appear to manifest substantially greater ground moticn than other free-field sites at frequencies of about 10 hz. Therefore, we conclude that modal resonance and amplification, that could 1 occur due to topography (the hill forming the dam abutment), does not appear to be a substantial phenomenon for the two explosion tests. Comparison of Fourier spectra and integrals of power spectral density for the auxiliary building with those for the dam abutment do show a very substantial reduction of vibrational energy flux. and RMS particle velocity in the auxiliary building with respect to the dam abutment. In the frequency band 10 to 33 hz, RMS particle velocities recorded on the auxiliary building foundation were about 20 percent of that recorded or. the dam abutment. Table j 3 summarizes these relationships in several frequency bands. i-l The major reduction of vibrational amplitudes and energy on ' hec auxiliary building foundation with respect to that recorded on the dam abutment is ascribed to two effects. One is amplification of ground motion in the stiff soil layer (saprolite) that under-l lies most of the land surface in the region, including the dam 7 I abutment; the auxilia,ry building is founded directly on crystalline rock, and, therefore, does not experience this effect. Another effect that is probably important 'is ~ scattering of elastic waves 1 l I i .e-w- -e-+

13 - incident at the foundation of the auxiliary building. The relative importance and frequency dependence of these effects is not precisely known at this time. I e 4 ) i o I l 1 / p 9 W f '~-- --

%O Al - APPENDIX A

SUMMARY

DESCRIPTION OF SEISMOGRAPH INSTRUMENTS 4 URS/Blume Systems i (vertical, north south, and cast-west) URS/Blume Two 3-component ~ systems, located at the dam abutment and tailrace, recorded both shots. These systems use Mahk Products model L22 geophones (natural period of 2 hz) and portable FM tape recorders (TEAC model R-61).- Frequency response is flat to particle velocity from 4 to 100 hz. For shot 1, the geophone outputs were ampli-fied by 200 x, using AC-coupled amplifiers; for shot 2, the geo-phone output was fed directly into the TEAC recorder. These recorders were_also used for playback of the data. Sprengnether Systems Four 3-component Sprengnether event-recorder systems were positioned at the following locations: tailrace, dam abutment, meteorological tower, and basement of the auxiliary building in the V.C. Summer plant. Exact locations are given in Table 1. These instruments recorded both shots. Each system uses Mark Products L4C seismometers (natural period of 1 hz), Sprengnether AS110 amplifiers (without preamps and with all filters switched "out"), and DR-100 digital tape recorders. These systems have response which is flat to particle velocity from 2 to 50 hz. Playback of tapes was accomplished'with a Sprengnether model DP 100 playback anit.

- A2 - Kinemetrics - Strong Motion Accelerographs Five 3-component Kinemetrics strong motion accelerographs were positioned at the following locations: Shot Point 2, tailrace, hydro plant basement, dam abutment, and meteorological tower. These instruments recorded only Shot 2. Each instrument is a self-contained unit, Kinemetrics model SMA-1. These systems have a nstural frequency of approximately 25 hz and a sensitivity . range of i 1.0 g. Data is recorded on 70 mm photographic film. Kinemetrics - Triaxial Time-History Accelerographs Two Kinemetrics triaxial time-history accelerographs are perma-nent instrumentation within the nuclear plant. Time-history accelerographs are capable of measuring and permanently recording acceleration versus time. Instrumentation consists of two electrically operated triaxial accelerograph sensor units, one triaxial sensor trigger, a control / recorder unit, and a playback unit in the control building :telay room. One triaxial sensor unit is located outside the containment shell on the reactor building foundation mat, and the other unit is located outside the containment shell on top of the ring girder. The measurement range for the units are 0.01 to 1.0 g, with a frequency response range (flat) of 0.1 to 40 hz.

A P PEM D) % O DAMES 8. MOORE MEMORANDUM To: MR. JCE E. FNOITS, ESQ. IEBEVOIS & LIBERMAN DATE: ye. m 11, 19g1, IN MN - 2 JOB NO: 5182-068-09 FROM: ~ SCDG Virgil Sumer th2 clear Power Plant As part of an experiment designed to determine sa4=4r behavior of the site area near the ptmped storage area, Dames & lbore installed seveal strong notion instruments. 'Ihis report presents our prelimira".1 results. . Tae experirent was designed by tmS/Blum who will 4L their results separately. Ibr the experiment, Dames & lbore installed 5 strong roticn awler-creters. 'Ihe locations and the peak awleration values frca the rmMrgs of the Dames & lbore instruents and those of the USGS are listed in Table I. TABLE I PEAK FFRATICN VAlmS Ibcrrd Serial thrter Instrurent Ircation Acceleration (t g) E V T 4724 Abutrent, D&M 2.4 2.4 603 Abutment,tE35 2.7 2.1 3.1 267 Tail Race, USGS 3.1 4.4 6.1 4722 Ground Zero (500 pound blast) 45 98 34 4679 Meteorological 'Ibwer No visible anplitude 4673 Hydroplant Excessive Ibise Traces for the first 4 records in Table I have been digitized. 'Ihis digitization has been done with a process ccupatible cnly to swi=1 pr%6 and egairent operated by the USGS. 'Ihe USGS has agreed to cooperate with the I data processing. 'Ibe USGS cmptfar system in Menlo Park is being physically noved, and ames has not been possible. Pespcnse spectra and Eburier SNA .of the records will b2 crnputed as soon as possible. Scre preliminary observations can be made frca the actual traces. 'Ihe peak acceleration of 98 percent at ground zero was nore than twice as l large as the hori2cntal notion. 'Ihis would be expected for an explosive event. h two instrumnts located on the dam abutrent gave very ccm-parable peak acceleraticn values. There is a sin e iaal section apparent on the record fran the tail race location. It is pos ible that this my. be a ground response reacticn of this filled site to the 1cu level of excitaticn. h re w.d obtained within the hydroelectric plant has only a icw anplitude which is only slightly larger than harronic equi; rent noticn. Although a copy of the record is attached, it has not been included in the digitization program. l Attachments: Enlarged copics of 5 instrment recre

0.5 -- LONGITUDINAL 'EC-2To 'sw VERTICAL UU aM -0. 5 -- TRANSVERSE I t i I i i O 1 2 TIME SCALE (SECONDS) DAM ABUTMENT DAMES & MOORE SMA ( SERIAL NUMBER 4724 ) 1 = = = u s a ne o ose s PLATE E-I

1 i (3.5 -- LONGITUDINAL 5C-63 ~~ VERTICAL 5w da eM -0. 5 -- TRANSVERSE I I 1 i l i 0 1 2 TIME SCALE (SECONDS) DAM ABUTMENT f I . USGS SMA ( SERIAL NUMBER 603 ) 1 n_ Arc s.z

a 0.5 -- LONGITUDINAL i 5p.-- 53 gm 0 dd VERTICAL M-WM -0. 5 -- TRANSVERSE ?,wt.- I t i I i i 0 1 2 TIME SCALE (SECONDS) e ' Tall RACE USGS SMA ( SERIAL NUMBER 267?

I/bh-O.5 -- LONGITUDINAL / ,I ,e 35 h ka ^c- ~~ VERTICAL NN ll f. p*W- -0. 5 -- 'J TRANSVERSE " - l' I i i i i i 1 0 1 2 TIME SCALE (SECONDS) i e GROUND ZERO DAMES & MOORE SMA ( SERIAL NUMBER 4722 )

~ 0.5 -- LONGITUDINAL S 23 O yw VERTICAL 85 -0. 5 -- TRANSVERSE f I l 4 1 0-1 2 TIME SCALE (SECONDS) e 8 e HYDRO PLANT l DAMES & MOORE SMA ( SERIAL NUMBER 4673 ) 9 mi

o TABLE 1 V.C. SUMMER ACTIVE FIELD EXPERIMENTS INSTRUMENT AND SHOT LOCATIONS Site DeserIption Coordinates Elevation instrumentation (South Carolina (Ground Surface) ' Grid System) (FT) Shot Point 1: (Eastern Shore of N484,940 440 Monticello Reservoir) E1,911,300 Shot Point 2: (South of Fairfield N474,432.9* 284.8* Hydro Plant) E1,899,612.8 Dam Abutment between N474,815.8* 429 0* USGS SMA-1 #603 Dams B and C E1,900,703.2 SCEsG SMA-1 (USGS Station #2532) Sprengnether Dr.-100 Blume Recorder Adjacent to Hydro N475,327.9* 274.6* USGS SMA-1 #267 tallrace E1,899,115 1 SCEsG SMA-1 (USGS Station #2532) Sprengnether DR-100 Blume Recorder Near Shot Point 2 N474,406.9* 284.8* SCEsG SMA-1 Et,899,612.8 Fairfield Hydroplant N476,535 208.0 SCEsG SHA-1 Basement E1,899,790 Near Meteorological N472,977.0* 434.3* SCEsG SMA-1 Tower E1,903,223 2 Sprengnether DR-100 Auxiliary Building N472,550 374.0 Sprengnether DR-100 Basement E1,904,750 Reactor Building N472,555 408.5 Triaxial Time-History Foundation Mat E1,904,780 Accelerograph 577.6 Triaxial Time-History Reactor Building Ring Girder Accelerograph

  • Surveyed locations. All other coor'dinates either located within structures

(* 10 feet) or scaled (* 50 feet)

=. s TABLE 2 DISTANCES FROM EXPLOSIONS (SHOTS) 1 AND 2'TO SEISMOGRAPHS AND ACCELEROGRAPHS LISTED IN TABLE 1. Distance (feet) from:( I1I Recording Site Shot 1 Shot 2 Dam Abutment 14,800 1,200 Hydro tailrace 15,700 1,100 Hydro plant basement 14,400 1,600 Meteorological tower 14,600 3,800 Auxiliary building 14,000 5,200 Reactor building 14,000 5,300 Shot point 2 15,900 20 (1) Exact locations of shot points and recording sites are given in Table 1. (2) Precision is about i 200 feet. l 0 e

TABLE 3 n RATIOS OF ENERGY FLUX AND ROOT MEAN SQUARE PARTICLE VELOCITY FOR AUXILIARY BUILDING / DAM ABUTMENT ( I Ratio Frequency Band (hz) Energy RMS Velocity 2.93 - 9.96 0.0109 0.104 9.96 - 19.92 0.0241 0.155 19.92 - 33.00 0.0930 0.305 5.08 - 33.00 0.0283 0.168 9.96 - 33.00 0.0396 0.199 (1) Computed from integrals of power spectral density (PSD) of average horizontal motion for the two pairs of seis-mograms (N-S and E-W components). l i G l l i l

FIGURES 1. Location of shot points 1 and 2. 2. Location of seismographs and accelerographs recording shots 1 and 2. 3. Seismograms, shot 1, dam abutment, URS/Blume seismograph. 4. Seismograms, shot 1, tailrace, URS/Blume seismograph. 5. Seismograms, shot 2, dam abutment, URS/Blume seismograph. 6. Seismograms, shot 2, tailrace, URS/Blume seismograph. 7. Seismograms, shot 1, dam abutment, DR-100. 8. Seismograms, shot 1, tailrace, DR-100. 9. Seismograms, shot 1, meteorological tower, DR-100. 10. Seismograms, shot 1, auxiliary building, DR-100. 11. Seismograms, shot 2, dam abutment, DR-100. 12. Seismograms, shot 2, tailrace, DR-100. 13. Seismograms, shot 2, meteorological tower, DR-100. 14. Seismograms, shot 2, auxiliary building, DR-100. 15. Fourier spectra, shot 1, dam abutment, URS/Blume seismograph. 16. Fourier spectra, shot 1, tailrace, URS/Blume siesmograph. 17. Fourier spectra, shot 1, meteorological tower, DR-100. 18. Fourier spectra, shot 1, auxiliary building, DR-100. 19. Fourier spectra, ambient noise preceding shot 1, on hori-zontal components at all stations. 20. Fourier spectral., ratios, shot 1, dam abutment /tailrace. 21. Fourier spectral ratios, shot 2, dam abutment /tailrace. 22. Fourier spectral ratios, shob 1, dam abutment / meteorological tower.

= 23. Fourier spectral ratios, shot 1, auxiliary building /metecr-ological tower. 24. Fourier spectral ratios, Ghot 1, auxiliary building /tailrace. 25. Fourier spectral ratios, shot 1, auxiliary building / dam abutment. 4 O d f l l a O G e 4 1 l

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