ML18038A045
| ML18038A045 | |
| Person / Time | |
|---|---|
| Site: | Nine Mile Point  |
| Issue date: | 07/31/1985 |
| From: | DAMES & MOORE |
| To: | |
| Shared Package | |
| ML17054B842 | List: |
| References | |
| NUDOCS 8508280330 | |
| Download: ML18038A045 (186) | |
Text
p FINAL INSTRUMENTATION REPORT GEOLOGICAL STUDIES NIAGARA MOHAWK POWER CORPORATION .
SYRACUSE, NEW YORK JULY 1985
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ERRATA SHEET PINAL REPORT Instrumentation Geologic Studies Nine Mile Point Nuclear Station Unit 2 Scriba, New York July 1, 1985 Page 3 line 3 change "located" to "heated" Line 26 change "totally" to "totaling" Page 4 Line 15 change "15" to "75" Page 6 Line 4 delete "from" Line 11 change "depth of 37" to "elevation of 147" Line 15 change "a depth of 63" to "elevation 143" Line 16 delete "below 63 feet" Line 26 change "32" to "13" Line 30 add <<(figure 32 Page 7 Line 1 delete "the time period over which" Line 13 change "exception of" to "exceptions of HEX-1 and" ne 17 change nQ 05%n to >rQ 005%n Line 19 change "0 005" to "0.0005".
C' Line 26 add " " after "swelling" and Capitalize "t" Line 27 change "responses" to "responds" Page 8 Last line add "Figure 33" after "EX-1" Page 9 L'ine10 add "(Figure 37A-C)" after EX-S, and add "(Figure 38)" after EX-6.
Line 16 Change "June" to "July" Line 17 Change "June" to "July" Line 27 add "(Figure 40A-B)" after HEX-1 and add "(Figure 41A-B)"
after HEX-2 Line 29 add "(elevation 220-222 feet)" after 91 feet Line 31 change "aong" to "along" Page 10 Last Line add "G-6" after gauges
e LIST OF TABLES Table 1 Piezometer Data LXST OF FIGURES Figure 1 Plot Plan of Instrumentation 2 Plot Plan Showing Locations of Instrumentation in the Vicinity of the Reactor Complex Area Composite Site Stratigraphic Column Inclinometer I-3 Displacement vs. Depth SI-2 SI-6 SI-8 SI-9 9 SI-10 10 SI-20 ll SI-21 12 SX-22 13 SI-23 14 803 15 805 16 806 17 . 810 18 820 19 821 20 Inclinometer 803 Displacement vs. Time From 23-27 feet 21 805 39-51 22 810 37-79 23 821 39-45 24 806 13-21 806 165-169 26 820 157-165 27 821 157-165 28 SI-6 160-165 29 SI-10 83-89 30 SX-8 57-75
LIST OF FIGURES (Cont.)
Figure 31 Inclinometer SI-9 Displacement vs. Time From 63-79 feet 32 SI-23 99-137 33 Extensome ter EX-1 34A, B EX-2 35A,B,C EX-3 36AgB EX-4 37A,B,C EX-5 38 EX-6 39A,B,C,D,EgFg EX-20 40A HEX-1 Sonic Probe 40B HEX-1 Thermistors 41A HEX-2 DCDT's 41B HEX-2 Thermistors 42 Gap Gage Gl-A 43 Gl-B 44 Gl-C 45 Gl-D 46 G2-A 47 G2-B 48 G3 Normal 49 G3 Shear 50 G4 Normal 51 G4 Shear 52 G5-A 53 G5-B 54 G6 55 GV-1
K FINAL RHPOR'I'NSTR U ME NTA'I'ION NINE MII H POINT UNIT 2 SCRIBA, NHW YORI<
NIAGARA'MOIRAWK POWER CORPOR'ATION INTRODUCTION This is the final report on the instrumentation installed at Nine Mile Point, Unit 2 to evaluate rock mass movement. Data presented in this report are through February 1985. The previous report dated September 7, 1984 (DN-L1612) analyzed data available through July 1984. A report dated May 18, 1984 (DN-L1583) provided data and analysis through March 1984. P r ior to that report the FSAR (Section 2.5.4.13) provided data through 1981 and the response to Q361.5 provided data from the date of installation through 1980.
The instruments, when installed, served many purposes relating to the geologic criteria as it was developed through the design process. The instruments maintained through the completion of the program served to confirm the adequacy of these criteria. The criteria as established were summarized in our letters of January 16, 1981 (DN-L0802), May 1, 1981 (DN-L0826), and May 15, 1981 (DN-L0859).
SU M MARY AND CON CL USIONS The instrumentation program was begun at Nine Mile in 1977 when four inclinometers were installed to monitor the rock mass. Since that time the rock instrumentation has consisted of four stressmeters, 25 inclinometers (including the first four), 11 extensometers, 7 piezometers, and 14 displacement sensors. While rock movements have been recorded in several of the instruments, the nature of these movements (magnitude, direction, rate) has been such that we conclude that the design criteria established for rock movement are sufficient and will not be exceeded during the projected life of the facility. Because the length of time of the reading cycle has been such that futher monitoring of the instrumentation is expected to yield little additional information relative to the safety of the structures on site the monitoring program was concluded in February in 1985.
DISCUSSION INCLINOMHTHRS Final depth displacement profiles for all inclinometers operational past the time of the last progress report (July 1984) are provided in Figures 4 through 18. In addition, tiine-disp'lacement and vector trace plots are provided for specific zones in which inovements have been noted. These figures ate introduced during discussion of the specific inclinometers.
Radwaste Thrust S tructure Four Radwaste inclinometers (805, 806, 820, 821) remained accessible and were monitored to the end of the monitoring program. Inclinometer 810 was monitored until November 1984 when it became inaccessible because of ice in the casing. These inclinometers have been read since May/June 1980 (805, 806, 810) and November 1981 (820, 821) and provide a record of more than four years of the rock mass that comprises the Radwaste Thrust Structure.
Generally, analysis of the records of the radwaste inclinoineters have revealed three types of movements cyclic seasonal changes, small long-term displacements, and displacements apparently associated with the rise in water level at the site.
C clic Dis lacements: The cyclic displacements are best illustrated from the records of Inclinometer 803 (Figure 14 ) where a gradual southwestward displace-ment was recorded in the rocks of the transition zones between elevations 222 and 226 feet. As shown on Figure 20, the most rapid displacements in this zone occurred in the summei'onths (June, July, August). These displacements were partially reversed during the winter, but the unrecovered or net displacement occurred at an annual rate of 0.6+ 0.2 millimeters (mm) for the period of monitoring. Interestingly, the displacement ceased in Septembei 1981 when the Radwaste trench was filled with concrete. While the strength of the concrete itself is insufficient to stop the movements, it is believed that the filling of the trench cut-off the source of water that had access to the Radwaste slip planes (intersected in 803) by moving down the dip of the stiucture from the Radwaste trench. This hydrologic connection between
the Radwaste trench and the slip planes in 803 also helps to explain the seasonal (temperature-related) fluctuation in the rock at a depth of almost 30 feet below the ground surface. Warmer water, collected and located in the Radwaste trench, was able to move downdip along the broken zones of the Radwaste Thrust Structure. This water warmed the rock mass causing a thermal expansion during the summer months.
The upper units of the rock mass moved along the weak planes of the Radwaste structure and toward the open excavation to the south producing net displacement towards the southwest. As the rock mass cooled during the winter months (either from the colder water or lack of water) it partially recovered the displacement. llowever, it is suspected that the fabric of the Radwaste Thrust structure (transport'to the west) prevented the full recovery and resulted in the net displacement to the southwest.
Lon -Term Dis lacements: The long-term displacements in the Radwaste Thrust Structure have been illustrated with the displacements recorded at Eleva-tion 215 feet in inclinometers 805, 810 and 821 (Figures 2l,22, and 23). The maximum displacement measured in this zone is from 810 where approximately 1.75 mm of movement has been recorded over the 4.5 years of monitoring. Although the displacement with time along this zone has not been uniform, the start of these very small displacements was initially recorded before any rise in the site water levels and the zone of movement is generally above the level of water. Therefore, the displacements are attributed to minor adjustments along the Radwaste structure.
Neither the. magnitude not the direction (north) of these movements will affect existing structures at the site.
The most significant movement detected in the Radwaste inclinometers occurs at Elevation 244 in inclinometer 806 (Pigure24). At this location almost 3.5 mm of displacement have occurred since the inclinometer was first monitored in July of 1980. The displacements were very minor at first, totally only about 0.1 mm by September of 1981, but, since October 1981 the rate of displacement has increased and has averaged slightly over 1 mm/yr since that time. A linear projection of this rate over the 40 year life of the facility would exceed the design criteria for the Radwaste structure, however, the location of inclinometer 806 and the northwest direction of movement preclude these movements from affecting the plant structures.
Additionally, inclinometer 805 is directly between 806 and the reactor excavation and it does not show a similar displacement at this elevation. Similarly, inclinometer 810
to the east of 806, has not recorded displacement at this elevation. The isolated nature and shallow depth of the displacement recorded in 806 suggest that the displacement stems from a local disturbance ot'xcavation near the top of bedrock.
Hven though no such condition has been identified the movements in 806 are>>ot considered significant to the long tet'm stability of the excavations.
llise in Water Levels: Movements related to the rise in water level at the site can be found on the recotds of Inclinometers 806, 820, 821 (Figures25,26, and 27). These displacements all occut'ithin Hlevation 89 and 97 feet and the rtet displacetnent results in the upper block being transported to the northwest or west-northwest. The movements begin early in 1983 coincident with the rise irt water level in the shaft (from elevation 125 feet to between elevations 200 and 220 feet) a>>d in the reactot excavation (from Elevation 1G3 feet to elevation 20G feet). Irt the intervening 26 months, this zone has produced an average yearly displacement of between 0.33 mm (806) and 0.50 mm (820). Significantly, 820 and 821 located within approxhnately 15 feet of each othet have nearly identical average displacetnents (0.50 mm and 0.46 mm respectively) and 806, located. another 400 feet in the cast (fat ther from the rewatering point) shows the least reaction to the tewatet'ing. The effects of the July 1984 rise in water level in the screenwall building to elevation 230 feet may be detected as a slight increase in the rate of displacement in the tltree inclino!neters.
It is postulated that the displacements recorded in 806, 820 and 821 may be tlte result of the rise in watet'evel producing a buoyancy effect (reducing the effective normal stress). This coupled with the H-W direction of the maximum compressive stress and the pronottnced fabric developed on the Radwaste structure results in smail, irreversi-ble displacelnents towards the west-northwest. h conservative straight-line pro-jection of the maximum rate of displacement (0.50 mm/yr) over a 40 year period results in a total displacement (20.0mm) that is less than the design criteria established for the ltadwaste structure.
In conclusion, the monitoring of the l<adwaste inclhtometers ltas shown that areas of the Radwaste structure can be sensitive to fluctuations in water levels and temperatures. These fluctuations can disturb the balance of the stt'ucture a)td can result in movements that take advantage of the established fabric of the structure.
Despite this sensitivity to the changes, monitoring has demonstrated that the nature and magnitude of the movements, even if projected to the full 40 years of expected plant life, are within the established design criteria.
Intake Shaf t At the close of the monitoring program only five inclinometers (SI-2, SI-6, SI-8, SI-9 and SI-10) remained accessible in the intake shaft area. Three of these inclinometers (SI-8, SI-9, R SI-10) were monitoring the rock mass between the two circulating water tunnels and two (SI-2 and SI-6) are located west of the intake shaft.
The monitoring of the intake shaft inclinometers has demonstrated three distinct types of bedrock movement; elastic response to excavation of the shaft and tunnels, deformation in response to rises in water levels, and tisane-dependent defor>nation.
displacement-depth profile of inclinometer SI-6 (Figure 6) which clearly shows the movement of the rock mass in response to the excavation of the north tunnel at an elevation of approximately 140 feet. At a distance of approximately 40 feet from the tunnel the inclinometer has recorded up to 9.75 mm (0.384 inches) of movement. This movement initiated immediately after the excavation of that section of the tunnel.
Because this type of movement occurs in response to excavation and the rock mass adjusts to the new stress conditions before any structures are completed within the excavation, it is not considered as deterimental to the safety of the facility.
Rise in Water Levels: Deformation in response to rises in water levels are evident on the time-dependent plots of all the inclinometers that were monitored until the end of the monitoring period. All show an abrupt rise in displacement near the beginning of 1983 when the intake shaft was flooded and most illustrate a small increase in the rate of displacement after July 1984 when the water level in the shaft was allowed to rise again. The increase in displacement rate is often abrupt, but generally this rate persists for less than two months before returning to a steady-level of no displacement or very small long term displacement. The time-displacement plot for elevation16l167feet in Inclinometer SI-10 illustrates this effect (Figure 29). After installation in late 1981, SI-10 did not experience any significant displacement along
this zone until the period from January to March 1983 when there was a net displacement of 0.38 mm in response to the flooding of the shaft. Prom March 1983 to June 1984 the net displacement only increased by 0.06 mm. From June to August 1984, the displacement increased from by 0.58 mm in response to the rise in water level and between August 1984 and Pebruary 1984 the displacement has only been 0.08 mm. Because it is clear that these displacements are directly attributable to water level changes, they are not considered to be detremental to the safety of the site structures.
Time-De endent Deformation: Time-dependent deformation in the intake shalf inclinometer is illustrated in the time-displacement plots of SI-8 (Figure 30) and SI-9 (Figure 3l). Below a depth of 57 feet, inclinometer Sl-8 shows a slow displacement towards the southwest. Between late December 1981 and February 1983 this zone displaced 0.30 mm (approximately 0.26 mm/year) and this same zone displaced by 0.33 mm between March 1983 and June 1984 (also 0.26 mm/yr). Similarly, inclinometer SI-9 demonstrates a slow, time dependent deformation below a depth of 63 feet. Between March 1983 and September 1984, this area below 63 feet moved toward the south by 0.50 mm (annual rate of 0.33 mm/yr).
Conservatively assuming a straight line projection over 40 years, this would amount to a total displacement ranging between 10.56 mm and 13.33 mm, well below the design limit of one inch for rock squeeze.
Reactor Excavation Of the four inclinometers installed specifically to monitor the rock mass in the vicinity of the reactor excavation (SI-20, SI-21, SI-22, SI-23) only SI-23 has recorded any discernable movement. Three of the inclinometers (SI-20, SI-21 and SI-23) were monitored until February 1985 and SI-22 was monitored until October 1984.
The displacement in SI-23 (Pigure 32) consists of a westward bulge between the depths of 50 and 130 feet (Elevations 202 and 122). This bulge appears to reach a maximum at a depth of approximately 100 feet (Elevation 152) below the ground surface and the attained a maximum displacement of approximate 0.90 mm in the 39 months that the inclinometer has been monitored.
I Although the time period over which the rate of displacements from this zone has been irregular, if it was assumed that the 0.50 mm of movement occurred in a linear fashion from the date of installation, the rate of displacement would be 0.28 mm/yr and the 40 year projection would, be 11.08 mm significantly below the design criteria of one inch.
EXTHNSOMETERS General A series of extensometers had been installed at the site to monitor vertical changes in the rock mass. These extensometers were placed in two areas: east of the reactor excavation and around the intake shaft. Four vertical extensometers (EI-1, EX-5, HX-6, and EX-20) and one inclined extensometer HEX-2 were read until the end of the monitoring program. Extensometer data are presented on Figures 33 to 41.
~ ~
Generally, the extensometers (with the exception of HHX-2) were installed to monitor vertical changes in the rock mass resulting from the raising of the water
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leveL This change in volume, termed 'rock swell', had been observed in rock cores
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extracted from borings at the site. Design limits for rock swell have been established as 0.05% of the height of the rock column being resaturated. As an example, if the water level rises from Elevation 200 to 210 feet at one particular location, the design criter ia allows for a total vertical swell at that point of .0005 feet.
Reactor Excavation Extensometer EX-20 (Figures 39A-39F) located approximately 20 feet east of the reactor excavation, is the only extensometer in the vicinity of the reactor excavation. Reading of EX-20 began in late 1981 and continued until early 1985 when the monitoring program was discontinued. In general, the monitoring at EX-20 demonstrated that the rock units intersecting the reactor excavation are relatively stable and not subject to severe swelling the only noticeable variations in readings have been in the upper 15 feet of rock that responses to seasonal temperature changes.
Beginning in May 1984, a number of anamoulous readings were recorded.
The readings of the subsequent months fluctuated widely and characteristically showed opposite movement between adjacent zones. This is indicative of movement on the intervening (or common) anchor and it was suspected that anchor slippage had occurred. Because the readings continued to fluctuate, the extensometer was dismantled and inspected at the end of the monitoring program. This inspection confirmed the suspicion of anchor slippage as all the anchors were easily removed with only moderate uplift force on the rods. Consequently, all readings from May 1984 ate considered invalid and have not been utilized in any assessment of the potential for vertical swell at the site.
Below the bottom of the reactor excavation in EX-20, two zones (6-7 and 7-8) recorded a small long-term expansion. In the 30 months of monitoring up to May 1984, zone 6-7 (Elevation 127-92 feet) recorded approximately 0.015 inches of expansion and zone 7-8 (elevation 92- 54 feet) recorded 0.019 inches of expansion. In total, the 197.6 feet of rock column between the extensometer head and the bottom anchor expanded by 0.067 inches between December 1981 and May 1984. Ilowever, the majority of this expansion (0.034 of the 0.067 inches) occurs below elevation 127 feet which is below the base of the reactor excavation and 0.033 inches of the total expansion is attributable to the upper rock zone (elevation 251-237 feet) where seasonal fluctuations are evident. In fact, the 0.033 inches measured for the uppermost zone is misleading because it compares a period of high expansion (May) to the month that typically has the lowest values (December). An examination of the record indicates that taking into account the seasonal fluctuations, this zone has not expanded. Consequently, it can be concluded that the rock mass in the vicinity of the reactor excavations is free of significant vertical volume changes. Only the rock units below the depth of excavation are experiencing any measureable changes and these are very small.
Intake Shaft Of the seven extensometer s installed in the area of the intake shaf t, thr ee (HX-1, HX-5 and EX-6) were monitored until the cnd of the instrumentation monitoring program. Overall, extensometer EX-1 showed a gradual compression of
the rock mass from the time of its installation (December 1979) until the beginning of 1983 when the shaft was flooded. Since that time, the vertical extent of the measured rock mass has remained fairly consistent with only a slight extension in the zone between elevations 172 and 130 feet and a corresponding slight compression in the zone between elcvations 130 and 97 feet. Overall, EX-1 has experienced a total volume reduction of approximately 0.040 inches over its length of 164 feet. This reduction is attributable to the drying out of the rock column during the dewatering phase. Since the flooding of the shaft the column has not expanded but has held constant.
Extensometers HX-5 and EX-6, located on the east bench of the"intake shaft have shown similar behavior predominantly influenced by the rises in water level in the shaft. The effect of the rise in water level in January 1983 is illustrated in HX-5 where the zones between elevation 214 and 133 feet expanded noticably.
Above Elevation 214 feet the rock remained dry and continued shrinking. Below 133 feet the rock initially contracted then expanded slighlty before remaining fairly constant until June 1984 when the water level was raised again. This raising of the water level in June 1984 is apparent in both HX-5 and HX-6, particularly in the zone between elevaitons 173 and 133 feet. Since June 1984 this zone has expanded by 0.027 (HX-6) and 0.030 (EX-5) inches with most of the expansion in the first month and the rate of expansion decreasing rapidly with time.
There is little doubt that the rock mass at the site is affected by the presence of water. The lowering of the water table produces a noticeable drying and shrinkage of the rock column and the reapplication of water allows the rock units to expand. lkowever, the monitoring has shown the swelling to be fairly rapid with the rate of expansion decreasing rapidly with time.
INCLINED EXTENSOMHTER Neither HHX-1 nor HHX-2 has demonstrated any significant movement of these rock mass at their locations. HHX-2 does illustrate some near surface temperature fluctuations and a seasonal fluctuation at a depth of 84 to 91 feet whet e the Radwaste thrust structure is encountered. It is suspected that ground water moving aong the fractured rock of the Radwaste structure reaches this zone and causes it to expand or contract depending on the relative temperatures of the rock and
water. This reaction was previously encountered in Inclinometer 803 where it intersected the Radwaste structure.
GAP GAUGES The program for monitoring the structural gaps between Category I structures began in the fall of 1981. A total of 14 gauge locations were monitored, many with multiple instruments. The results of the monitoring are presented in (Figures 42 to 55). In most of the locations, the displacement normal to the reactor containment is measured but, in several instances (G2A, G3S, G4S), a shear coinponent is also monitored.
In general, all of the gap gauges provide similar results: a cyclic var iation of the gap width in phase with seasonal temperature variations. Gap gauges G-SA and G-5B provide almost identical results despite the fact that they are located at opposite ends of the reactor excavation. This, coupled with the fact that the readings ate proportionally identical to the temperatures indicates there is no net closure (or opening) in the north-south direction.
Movement in the east-west direction can best be deduced from examina-tion of the G1 series of gauges. Gauge Gl-8 has been monitored for the longest period (since November 1981). Because the seasonal temperature variations have been damped as a result of enclosure of the area near the gauges, the readings have been fluctuating around a new base level since the early summer of 1982. Given this new base line, the readings do not indicate a net closure of the gap. The same observation can be made with gauges G6 and GID.
As discussed in previous reports, when considered in conjunction with the accomplanying normal gauges, the shear gauges do not indicate any significant movements or closure of the gap between the rock excavation and the plant structures. Overall the gap gauges provide a detailed monitoring of the structural gap provided for in the design of Nine Mile Point Unit 2. This monitoring has demonstrated that the adequacy of the gap design.
10
Piezometers Four piezometers were monitored until the end of the monitoring program. Piezometers PI-l, PI-2, PI-4 and PI-5 recorded the water level changes in the area of the intake shaft (PI-4 was discontinued in October, 1984) and PX-20 monitored the water levels to the east of the reactor excavation. PI-20 indicates that. the water level in this area has remained constant of about elevation 185 feet. Water levels recorded by piezometers PI-l, PI-2, PI-4, PI-5, PI-20, and PI-21 are shown in Table l.
The piezometers were used in this program to document the changes in water levels at the site and provided input to the inter-pretation of the other instruments data. No specific design related criteria are applied to the monitoring of the piezometers themselves.
TABLE PIEZOMETER DATA WATER SENSOR DATE INSTRUMENT'ENSOR LEVEL (f t ~ ) ELEVATION (f t. )
81/86/83 PX-1 A 177.14 B
81/24/83 PI-1 A 287.36 B 287. 87 82/8 8/83 PI-1 A 288.28 B 289.61 82/21/83 PI-1 A 211.85 B 211.22 83/8 9/83 P I-1 A 283.67 B 287.99 8 4/86/83 PI-1 A 216.59 B 215.84 84/29/83 PX-1 A 286.21 B 218.99 86/15/83 PI-1 A 288.98 B 289.61 87/12/83 PI-1 A 285.29 B 286.84 A = 131.8 88/15/83 PI-1 A 285.75 B 218.99 B = 181.8 89/13/83 PI-1 A 218.82 B 218.99
'18/21/83 PI-1 A 286.44 B 289.84 ll/18/83 PX-1 A 289.98 B 212.84 1 2/27/83 P I-1 A 216.82 B 217.91 81/24/84 PI-1 A 218.59 B 218.37 82/15/84 PI-1 283.21 217.22 Page 1 of
.TABLE 1 (cont. )
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL (ft.) ELEVATION (ft.)
03/21/84 PI-1 A 201.82 B
0 5/0 8/84 P I-1 A 215.44 B 221.37 06/22/84 PI-1 A 205;52 B 215.84 07/18/84 PI-1 A 227. 43 B 215.61 09/05/84 PI-1 A 242.20 B 238.68 ll/01/84 PI-1 A 241.74 B 238.21 12/04/84 PI-1 A 241.74 B 238.68
'0l/18/85 PI-1 A 241.51 B 238.68 02/21/85 PI-1 A 242.66 B 239.83
.01/06/83 PI-2 A 175.92 B 205.42 01/24/83 PI-2 . 204.99 216.72 02/08/83 PI-2 A 207.29 B 218.11 02/21/83 PI-2 A 208.22 B 219.49 03/09/83 PI-2 A 208.91 B 223.41 03/24/83 PI'-2 A 208.91 B 219.95 A = 160.0 04/06/83 PI-2 A 215.83 B 221.80 B = 189.5 04/29/83 PI-2 A 208.45 B 219.03 Page 2 of
TABLE 1 (cont.)
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL (ft.) ELEVATION (ft.)
07/12/83 PI-2 A 202.91 B 216.26 0 8/15/83 PI-2 203.83 219.03 09/13/83 PI-2 205.22 217.65 10/21/83 PI-2 204.29 216.72 ll/22/83 PI-2 206.37 220.88 12/27/83 PI-2 211.22 222.26 Ol/24/84 . PI-2 A 209.83 B 220.88
. 02/15/84 PI-2 205.45 223.64 05/08/84 PI-2 209.37 225.03 06/22/84 PI-2 287.99 223.64 07/18/84 PI-2 218.83 232.18 09/85/84 PI-2 228.29 241.64 09/28/84 PI-2 228.75 241.64 11/01/84 PI-2 229.21 240.95 12/04/84 PI-2 229.21 238.87 01/11/85 PI-2 230.59 237.25 02/21/85 PI-2 238.13 236.79 Page 3 of
C TABLE 1 (cont.)
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL (ft.) ELEVATION 81/86/83 PI-3 A 174.99 B
81/2 4/83 PI-3 A 285.44 B 287.76 82/8 8/83 PI-3 A 288.98 A = 138.8 B 218.76 8 2/21/83 P I-3 A 218.51 B = 181.8 B 212.38 83/89/83 PI-3 A 288.44 B 211.22 83/24/83 PI-3 A 284.29 B 287.76 81/86/83 PI-4 A 192.11 B 196.31 81/2 4/83 PI-4 A 218.79 B 289.88 82/8 8/83 PI-4 A 213.33 B 212.23 8 2/21/83 P I-4 A 214.25 B 213.61 83/8 9/83 P I-4 A 217.94 B 215.92 83/24/83 PI-4 A 213.18 B 211.87 84/86/83 PI-4 A 218.41 B 217.76 84/29/83 PI-4 A 212.64 B 214.38 86/15/83 PI-4 A 213.18 A = 168.5 B 211.99 B = 194.8 87/12/83 PI-4 A 288.82 B 289.69 Page 4 of
TABLE 1 (cont.)
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL (ft.) ELEVATION (ft.)
8 8/15/83 P I-4 A 218.79 B 214.76 89/13/83 PI-4 A 212.18 B 213.38 18/21/83 PI-4 289.87 212.69 18/18/83 PI-4 A 211.72 B 216.15 82/15/84 PI-4 218.33 221.22 85/89/84 PI-4 A 214.25 B 222.61 86/22/84 PI-4 A 213.56 B 219.15 87/1 8/84 P I-4 A 224.17
'B 89/85/84 PI-4 A 234.32 B 238.76 8 9/2 8/84 P I-4 A 234.79 B 239.22 81/86/83 PI-5 A 177.61 B 218.31 81/24/83 PI-5 A 286.67 B 214.92 8 2/8 8/83 P I-5 288.86 216.38 82/21/83 PI-5 A 289.44 B 217.69 83/89/83 PI-5 A 287. 83 B 217. 88 83/2 4/83 P I-5 A 285.98 B 214.92 84/86/83 PI-5 A 216.36 B 221.61 Page 5 of
TABLE 1 (cont. )
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL ( ft. ) ELEVATION (ft.)
84/29/83 PI-5 A 287.68 B 219.87 86/15/83 PI-5 A 288.98 A = 122.7 B 217.69 87/12/83 PI-5 A 283.45 B = 282.8 B 216.76 8 8/15/83 PI-5 A 284. 83 B 219.99 89/13/83 PI-5 A 285.29 B 215.84 1 8/26/83 PI-5 A 288.91 B 216.53 11/18/83 PI-5 A 287.37 B 228.69 12/27/83 PI-5 A 213.68 B 224.61 81/24/84 PI-5 A 289.67 I
B 224.38 82/15/84 PI-5 A 284.14 B 225.76 85/89/84 PI-5 A 211.29 B 226.68 86/22/84 PI-5 218. 27 224.84 87/18/84 PI-5 A 222.72 B 232.22 89/85/84 PI-5 A 234.82 B 241.22 89/28/84 PI-5 A 234.36 B 238.91
.11/81/84 PI-5 A 234.36 B 237.53 12/85/84 PI-5 233.67 236.84 Page 6 of
TABLE 1 (cont.)
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL (ft.) ELEVATION (ft.)
81/18/85 'X-5 -A 233.98 B 237.53 8 2/21/85 PI-5 233.98 237.53 81/86/83 PI-28 172.98 81/24/83 PI-28 178. 86 82/88/83 PI-28 177.82 82/21/83 PI-28 177.59 83/89/83 PI-28 211.97 83/24/83 PX-28 218.58 84/86/83 PI-28 212.28 84/29/83 PI-28 212.89 86/15/83 PI-28 213.35 87/12/83 PI-28 179.21 156.6 8 8/15/83 PX-28 179.21 89/13/83 PX-28 176.98 18/21/83 PI-28 177.36 1 8/26/83 P I-2 8 173. 44 11/18/83 PX-28 177.36 81/24/84 PI-28 178.75 82/22/84 PI-28 176.98 85/88/84 PI-28 177.59 86/22/84 PX-28 177.82 89/85/84 PI-28 187. 51 11/81/84 PI-28 184.85 12/8 5/84 PI-28 185.67 Page 7 of 8
TABLE l,(cont.)
WATER SENSOR DATE INSTRUMENT SENSOR LEVEL (ft.) ELEVATION (ft.)
81/18/85 PI-28 185. 67 82/21/85 PI-28 181.52 82/16/83 PI-'21 1'83. 48 82/21/83 'PI-21 183.48 84/86/83 PI-21 212.89 84/29/83 PI-21 213.81 155.8 87/12/83 PI-21 183.82 8 8/15/83 PI-21 182.56 Page 8 of 8
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FIGURE 6
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FIGURE 7
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F I GURE 9
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FIGURE 10
I 0
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FIGURE 11
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FIGURE 12
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FIGURE 17
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FIGURE 18
821 5 N 2/18/65 821 II E 2/18/65 DISPLIICEHENT IHH) D I SPLIICEHENT IHH)
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FIGURE 19
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Ie 82 Ie 83 Ie 84 Ie85 EXTENSOMETER EX-5 NINE MILE POINT NUCLEAR STATIO UNIT 2 NIAGARA MOHAWK POWER CORP.
F I GVRE 37C
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Ie82 Ie83 Ie84 Ie85 EXTENSOMETER EX-20 NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 39A
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>@82 Ie83 I&84 I@85, EXTENSOMETER EX-20 NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 398
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>e82 Ie83 Ie84 Ie85 EXTENSOMETER EX-20 NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
F I GVRE 39C
I ELEV.
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~982 I983 I984 1985 EXTENSOMETER EX-20 NINE MILE POINT NUCLEAR STATIO UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 39D
0
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1982 I< 83 <<I84 I I "85 EXTENSOMETER EX-20 NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
I-IGURE 39E
ELEV .
.200
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NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 39F
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F I GURE 40A
t
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0 0 ~
~ 0 ~ O h v 0 h 0 h 0 h Ie 83 ie 84 ie85 NINE MILE POINT NUCLEAR STATION EXTENSOMETER HEX-2 DCDT UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 4 1A
DEPTH fi i
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FIGURE 41B
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le 82 le 83 le 84 1985 GAP GAGE G1A NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 42
I I I mi I ~ e I
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FIGURE 43
d E
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FIGURE 44
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FIGURE 45
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FIGURE 48
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FIGURE 5O
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Ie 83 Ie 84 Ie 85 GAP GAGE G4 SHEAR NINE MILE POINT NUCLEAR STATION UNIT 2 NIAGARA MOHAWK POWER CORP.
FIGURE 51
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Ie 82 Ie 83 Ie 84 1985 GAP GAGE G SA NINE MILE POINT NUCLEAR STATIO UNIT 2 NIAGARA MOHAWK POWER CORP.
F I GVRE 52
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FIGURE 53
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FIGURE 54
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FIGURE 55
0LANT INSET A I. I N 0 CC T N I I I
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FIGURE 348
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FIGURE 358
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