ML19261E679
| ML19261E679 | |
| Person / Time | |
|---|---|
| Site: | Bailly |
| Issue date: | 08/27/1979 |
| From: | GROUND/WATER TECHNOLOGY, INC. |
| To: | |
| Shared Package | |
| ML19261E671 | List: |
| References | |
| NUDOCS 7908300514 | |
| Download: ML19261E679 (77) | |
Text
{{#Wiki_filter:GR, OUND/ WATER TECHNOLOGY,1NC. g 40 Ford Rood, P.O. Box 99 Denville.NewJersey 07834 Telephone (201)625-5558 ATTACHMENT A
SUMMARY
REPORT INVESTIGATION AND TESTING FOR GROUNDWATER PRESSURE RELIEF DURING CONSTRUCTION NORTHERN INDIANA PUBLIC SERVICE COMPANY BAILLY GENERATING STATION NUCLEAR 1 Prepared for DAMES & MOORE 1550 Northwest Highway Park Ridge, Illinois 60068 by GROUND / WATER TECHNOLOGY, INC. P. O. Box 99 40 Ford Road Denville, New Jersey 07834 August 27, 1979 n q -) i
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4 4 TABLE OF CONTENTS Page INTRODUCTION MONITORING SYSTEM PRE-TEST CONDITIONS TESTS ON DRAINS 1 AND 2 TEST WELL OPERATIONS TEST WELL RESULTS ANALYSIS OF AQUIFER PARAMETERS CONCLUSIONS REFERENCES APPENDIX -PUMP TEST DATA g _ _ _m-
LIST OF FIGURES Figure 1 Location Plan of Groundwater Monitoring System Figure 2 Location of Existing Dewatering System, Observation Wells, and Test Well Figure 3 Log of Borings BD-1 and BD-2 Figure 4 Log of Boring and Piezometer Installation AP-1 (3 Sheets) Figure 5 Log of Boring and Piezometer Installation AP-2 (3 Sheets) Figure 6 Log of Test Well Boring (2 Sheets) Figure 7 Test Well Installation Figure 8 Filter Material - Test Well Figure 9 Contour Map of Piezometric Elevations in the Confined Aquifer Prior to 96-Hour Pump Test Figure 10 Contour Map of Piezometric Elevations in the Confined Aquifer at End of 96-Hour Pump Test Figure 11 Contour Map of Piezometric Elevations in the Unconfined Aquifer Prior to 96-Hour Pump Cast Figure 12 Contour Map of Piezometric Elevations in the Unconfined Aquifer After 72 Hours of 96-Hour Pump Test
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4 INTRODUCTION The purpose of this summary report is to present pertinent data from two field testing programs conducted by Ground / Water Technology, Inc. , during March and April 1979, and to summarize the analyses and conclusions about the confined aquifer characteristics based upon the results of these testing activities. The focus of this report is on the confined aquifer underlying the excavation. The objective of these activities was to estimate aquifer parameters to be used in the design of a system to reduce piezometric levels in the confined aquifer and to assess the drawdown effects at the eastern property line due to construction dewatering. MONITORING SYSTEM The existing system of groundwater monitoring instruments was used to gather piezometric data throughout the investiga-tions. The system consists of pneumatic piezometers (P-series) within the excavation and a number of open standpipe piezom-eters around the excavation as shown in Figure 1. The sensors in piezometers P-1 through P-6 are located just below the bot-tom of the confining layer. Numbered standpipe piezometers are screened in the unconfined aquifer, except 101, which is a USGS observation well in the confined aquifer. Numbered piezometers with an A, B or C suffix are open only to a limited portion of the aquifer. The A and B suffixes represent the lower and middle zones of the confined aquifer; the C suffix indicates a screen in the unconfined aquifer. PRE-TEST CONDITIONS The confined aquifer underlying the excavation is complex. We have relied on recent studies by the United States Geologic Survey (USGS) in the transition from regional to site-specific hydrologic considerations. The confined aquifer is approxi-mately 60-80 feet thick at the southern end of the excavation "q94 71A c - .I-cJoro w4tER TEOfGOGY PC
. and diminishes in thickness toward the north, being essentially nonexistent under the northern portion of the Turbine Building excavation. The bottom of the aquifer is at a fairly constant elevation, but the overlying aquitard becomes thicker in the north direction, varying f rom 5 feet or less at the south end of the excavation to 40 feet or more at the centerline of the reactor. The aquitard, or confining layer, is not a continu-ous, impermeable unit in the region couth of the excavation. The USGS has concluded that it is discontinuous and leaky. They further conclude that the regional flow in the confined aquifer (outside the influence of the Bethlehem Steel wells) is toward the north and upward from the confined aquifer into the overlying unconfined aquifer (Reference 1: "Ef fects of Seepage from Fly-Ash Settling Ponds and Construction Dewatering on Ground-Water Levels in the Cowles Unit, Indiana Dunes National Lakeshore, Indiana "). No direct observations of the piezometric level within the confined aquifer were made prior to the start of construction dewatering activities. As a result, the USGS investigations have been used to support the estimate of El. +25.0 as the
" static" level within the aquifer prior to pumping. This estimate is confirmed by an observation of El. +24.7, recorded in USGS observation well 101 in April 1977. It is important to near in mind that El. +25.0 is the beginning point for measuring the effect of any drainage or pumping systems in terms of pressure reduction within the confined aquifer.
At the beginning of the investigations summarized in this report, groundwater was being discharged from the confined aquifer through a number of exit points as follows:
- a. Free-flowing Drains 1 and 2
- b. Sump Wells A and B
- c. A number of small discontinuities in the aquitard inside the excavation which resulted from precon-struction pile testing activities oqqi I z -. 7 'I J
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- d. Large scale discontinuities in the confining layer south of the excavation and leakage through the layer itself.
The total flow rate from the confined aquifer through the discontinuities cannot be determined accurately, but is believed to represent the major portion of the total groundwater flow of 350 to 400 gpm pumped from within the slurry wall. The combined discharge from free-flowing Drains 1 and 2, as measured before testing in March 1979, comprised only 55 gpm of this total flow. It is important to recognize that the two free-flowing drains represent the only known controlled discharge from the confined aquifer; the balance of the discharge flow is uncontrolled and likely occurs at a multiplicity of locations. The cumulative effect of this largely uncontrolled dis-charge from the confined aquifer was to reduce piezometric levels within the aquifer prior to the start of any testing activities. This effect is shown in Figure 8, which shows the contours of piezometric levels within the confined aquifer prior to pumping the test well. In viewing this figure, it is important to recall that the starting point for pressure relief was El. +25. IIence , the largely uncontrolled discharge from the confined aquifer has produced substantial pressure reduction; nearly 20 feet at the location of P-3. Ilowever, the focus of these contours should not be interpreted as a singular discharge location. Rather, it represents the centroid of the effect of cumulative discharges through many locations and is influenced significantly by the number of observations and location of the instrumentation. Even though the pressure within the confined aquifer had been substantially relieved prior to any testing activities, it was impossible to quantify the rate of discharge that produced this pressure relief. As a result, it was impossible to design a reliable pressure relief system on the basis of the known characteristic's of the confined aquifer during construction. o q ') 4 qtt t . _ . IJ Go,oactR TECHNOLOGmc
Therefore, it was decided to conduct test pumping operations in order to develop observacional data upon which to base estimates of the hydraulic properties of the confined aquifer. TESTS ON DRAINS 1 AND 2 In March 1979, a testing procedure was undertaken with the objective of evaluating aquifer characteristics by means of test pumping and 1 and 2. Also, the procedure was to demon-strate the maximum effect that could be produced within the confined aquifer by pumping one or both drains. Each drain consisted of an 8" diameter casing and well screen, installed from El. +8, in a 30" dianie ter drill hole. Both drains penetrated about 20 feet into the confined aquifer, approximately 30% of the aquifer thickness. The drains were constructed in October and November 1978 at the locations shown on Figure 2. A continuous filter column surrounding the well screen and casing extended the full depth of each drain, thus creating a hydraulic connection between the unconfined and confined aquifers. This connection was undesirable for the testing pro-gram because it prevented concentrating the full effect of test pumping within the confined aquifer. It was decided to inject a grout seal in the filter column where it penetrates the aqui-tard so as to eliminate this connection. A boring was drilled near each drain to determine the top and bottom elevations of the aquitard and, thus, to select the proper elevation of the grout seal. Logs of these borings are shown on Figure 3. The test borings were grouted to El. +8 with bentonite-cement grout pumped through the drill rods, starting at the bottom of the drill hole so as to displace all drilling fluid. To achieve the maximum effect from test pumping, it was necessary to develop fully the hydraulic efficiency of the filter column around the screen of each drain. This was done by air-lift pumping and surging within each drain. oqqa -) -f n .
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e During the development process, it became evident that the grain size distribution of the filter material surrounding the well screen of Drain 2 was deficient. The filter surrounding Drain 2 failed (i.e., the aquifer sands moved through the filter) during six hours of development operations. (Had this process created voids in the aquifer, subsidence of the filter column around the drain casing would have been expected. No such evidence was noted.) Subsequently, the drain was backfilled with sand, a 2-foot bentonite seal was placed inside the casing 10 feet above the screen, and further operations at Drain 2 were abandoned after the test boring was grouted. No grout seal was placed in the filter column. At Drain 1 the top and bottom of the aquitard were found at approximate Elevations -10 and -15. The filter column seal was injected between El. -11.0 and El. -12.0 and two wellpoints were installed in the filter column, one above and one below the seal, to monitor its continued effectiveness during the pump test. Development operations at Drain 1 were completed in 4 hours, producing a clear, sand-free discharge. Test pumping for 25 hours, at an average rate of 68 gpm, was sufficient to demonstrate that the maximum piezometric effects that could be produced by Drain 1 were limited in extent and magnitude. Representative data plots for this test are included in the Appendix. Water samples from Drain 1 for water quality tests were taken from the discharge piping at the beginning and near the end of the pumping period. The test results are included in the Appendix. The sample taken near the end of the test (24 hours) showed that brown sand, apparently filter material, was being pumped. Thus, it was concluded that the filter was not performing satisfactorily and that further operation of the drain should be restricted to free-flowing at El. +3 so as to produce a sand-free discharge.
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The observational data gathered during pump testing of Drain 1 were inconclusive, primarily because the maximum pumping rate (68 gpm) which could be sustained for 25 hours was too low. The response of piezometers indicated that this was an insufficient incremental stress on the aquifer and, therefore, did not produce adequate or reliable data. For example, the data gave no reliable indication of any boundary effect toward the north. Part of this difficulty may be attributable to the fact that the drain penetrated less than 30% of the aquifer thickness. In addition, anomalies in the data were of major proportions, and as explained later, they were apparently caused by intermittent pumping of the wells at adjacent Bethlehem Steel plant. Representative data plots are included in the Appendix. Results of testing of Drain 1 led to the conclusion that a larger, more productive well, fully penetrating the aquifer, was necessary in order to stress the aquifer sufficiently during a pumping test so as to produce reliable data for the interpretation of aquifer characteristics. Accordingly, the scope of this investigation was extended to the construction and test pumping of a test well located in the southeast corner of the excavation. TEST WELL OPERATIONS During April 1979 the test well and piezometers AP-1 and AP-2 were constructed, each penetrating the full thickness of the confined aquifer. Their locations are shown in Figure 2. The piezometers were 2" standpipes with the filter column sealed in the aquitard so as to indicate the bulk piezometric response of the entire aquifer cross section. They were installated by rotary drilling equipment and procedures. These procedures allowed the contractor to take soil samples prior to installing piezometers. In addition, an exploratory boring was made at the test well site prior to its construction. Technical supervision of the borings was by Dames & Moore, and logs of the borings are included as Figures 3, 4, and 5. 7 q ') 1 L- -s 1}g/ N WG TEONOLOGY NC
- The test well was drilled by the reverse circulation technique starting from a temporary berm constructed at El. +20. The nominal diameter was 36", and the total depth was 113 ft. (El. -93.0). The weighted drilling fluid was flushed from the well af ter the 12" screen (20 slot) and casing were set to El. -86. The construction details of the test well are sketched in Figure 6. The filter material was specified on the basis of grain-size analyses of the aquifer material as summarized on Figure 7 and for use with 0.020" slotted well screen. The filter material used was supplied by Northern Sand and Gravel, Muscatine, Iowa. It was placed to El. -12, and a bentonite-cement seal was placed from El. -12 to El. +2. Deep and shallow filter piezometers were installed as shown on Figure 6. The filter was developed by airlift pumping and surging, producing a clear, sand-free discharge.
Prior to the constant-rate pump test, a step-drawdown test was conducted to determine the best pumping rate to be sustained during the test. This test showed that the efficiency of the well was essentially constant at flow rates up to 200 gpm. These data, plus dther considerations such as not lowering the water level below the top of the confined aqu.fer near the well, led to the selection of approximately 175 gpm as the discharge rate for the test. Following the test, another step-drawdown test was conducted for comparison of well efficiency. Between April 21 and 25, 1979, the test well was pumped at an average rate of 174 gpm for 96 hours to achieve stable effects in the piezometers in both aquifers. The discharge remained clear and the filter perfomred satisfactorily. Water quality test results for a sample taken at the end of the test are included in the Appendix.
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TEST WELL RESULTS The 4-day pumping of the test well produced a significant response in the confined aquifer, as indicated by comparing the contours of piezometric levels shown in Figures 8 and 9. The response of the unconfined aquifer is evident from comparison of the contours of piezometric levels shown in Figures 10 and
- 11. Review of this information shows that the greatest incremental drawdown in the unconfined aquifer in the vicinity of the eastern property line during the test was approximately 0.1 foot.
The pumping test data provided a basis for quantitative analysis of aquifer characteristics based on the observed response of the piezometers. Furthermore, piezometers AP-1 and AP-2, which measured the response of the aquifer over its entire depth, were useful in identifying the presence of an effective barrier bou.ndary (i.e., the absence of replenishing flow) across the northern portion of the excavation. Transient variations in piezometric levels on the order of 2 to 4 feet were measured in the P-series piezometers before and during the pumping test. Only minor variations were observed in the standpipe piezometers because they are less sensitive to short duration pressure changes than the P-series piezometers. Apparently, these transient effects are caused by pumping from wells at the adjacent Bethlehem Steel plant. It is possible that these same transients were the unrecognized source of confusion in the data from test pumping Drain 1. The first observed transient event during the 4-day test occurred sufficiently long after the pumping test was started so that the initial drawdown data obtained were unaffected by these fluctuations. Thus, the transient precsure fluctuations seen in the plots of drawdown versus the logarithm of time presented in the Appendix did not have a detrimental effect on the analyses of the data. Comparison of the results of step-drawdown tests before and after the 96-hour test showed a slight improvement in well efficiency at discharges above 200 gpm and no change below 200
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, gpm. This demonstrates the stability and satisfactory performance of the filter. The comparative efficiencies of Drain 1 and the test well may be represented by their specific capacities: 2.1 gpm/ft at Drain 1 and 6.9 gpm/ft at the test well. Thus, it is apparent that the test well is more than three times as effective in producing pressure relief as Drain 1. ANALYSIS OF AQUIFER PARAMETERS The complexity of the confined aquifer made it impossible to analyze the pump test data with a straightforward applica-tion of any single analytical technique. For example, the tapering thickness, extensive stratification, and the occa-sionally discontinuous aquitard are features of this aquifer that differ from the analytic models assumed by the classical techniques of aquifer analysis. As another example, the ctalysis must be an exercise in superposition of effects, starting with the discharge existing before the test, as discussed previously. The initial piezometric levels at the site are the result of pressure relief by the free-flowing drains and camp wells. As a result, the drawdown observed during the pump test must be related to the incremental discharge from the confined aquifer. In this analysis, the approximate incremental discharge frew the confined aquifer due to test pumping was computed as tae test well flow (0 = 174 gpm) minus the 35 gpm decrease in flow from the sump wells when the test well was operated. Another adjustment should be made to account for the corresponding flow change in the shallow wellpoint system. However, this could not be quantified during the test and thus, no adjustment was made. Because of this uncertainty in the true flow rate, and because the estimate of transmissivity (T) is directly proportional to Q, Q = 174 gpm was assumed in the analyses to produce the highest probable values of transmissivity. Within the evaluation of T, comparative weight was also given to analyses based on recovery (0 = 0) data. nqqa qqq i , ~u C O.hD H8 ITER TEONOLOGY FC
In such cases of aquifer complexity and partial appIlca-bility of analytical methods, it is imperative to apply several analytical techniques, judging each result in view of its probable accuracy and thus, to interpre' an estimated range of results. Selection of the analytic model for interpretation of. the test well data was based on a thorough review of all relevant geologic and soil engineering data. The basic model adopted was a leaky confined aquifer with no change in water levels in the source bed and no storage in the semi-confining layer, as developed by IIan tush and Jacob and summarized in Reference 2 (" Review of Leahy Artesian Aquifer Test Evaluation Methods"). The match curve method was applied to analyze log-log plots of both drawdown and recovery data, with the recovery analyses producing the more reliable results. The resulting estimates of T range from 12,000 to 18,000 gpd/ft. The
-4 corresponding storativity is about 10 .
The data plots on pages A-9 through A-14 of the Appendix show the dramatic transient drawdown effects that were observiced several times during the test. Care was taken to start and stop the pump test just after a transient effect passed to minimize interference with the early time-drawdown and time- recovery data the early time data were used in log-log match curve analyses following the methods of Papadopoulos-Cooper or Papadopoulos as summarized in Reference 2. Prior to analyzing the data from the test well, the probable range of T of the confined aquifer was estimated on the basis of data from two sources. First, a review of the boring logs and of grain-size distribution data for the fine to medium sand of the confined aquifer suggested that the sand permeability was on the order of 300 x 10-4 cm/sec ( 650 gpd/f t ) . The corresponding range of T was estimated to, be 18,000 to 30,000 gpd/ft. Another estimate of T was based upon log-log match curve analyses of well recovery data obtained in June and July of 1978 by Sargent & Lundy. The indicated range of T was 11,000 to 17,000 gpd/ft. q]7 qq} cuxin we weaoov er
Based upon the various estimates of T described above, the range of T selected for design of a pressure relief system was 10,000 to 14,000 gpr./ft. Evaluation of the radius of influence of the test well produced rather surprising results. The expected radius of influence for such a test well Pt the confined aquifer would be on the order of 10,000 to 20,000 f e'e t . However, the best estimate from the data is about 600 feet. The principal cause of this effect is attributed to the absence of the confining layer just south of the slurry wall. This effect is demonstrated by the steepness of the outer contours on Figure 10. Thus, the pressure relief system within the excavation will have to overcome the effect of an extremely clore source of recharge flow. The location of the apparent barrier boundary was based primarily on the data from the two fully penetrating piezometers, AP-1 and A?-2, because they were more indicative of the bulk aquifer response. Using the graphical technique described in Reference 3 (" Locus Circules as an Aid in the Location o' Hydrogeologic Boundary") , the data from AP-1 and AP-2 produced a signle point on the barrier and an apparent NE-SW alignment. However, in recognitilon of the substantial geologic data, the alignment was changed, producing a conclusion that the barrier boundary evident in the test well
, operation is located about 50 feet north of, and parallel to,
.the plant E-W baseline.
The effects of the test well pumping on the confined and , unconfined aquifers at piezometers 54B and 54C are indicative of the effect at the property line. The incremental'Jrawdown in the unconfined aquifer was essentially zero. Also, the , shape and spacing of the water table contours were not altered significantly by the test well pumping (Figures 11 and 12) . East of the excavation, the vertical gradients (between B l' and C piezameters) evident in the test data suggest the presence of a continuous aquitard from the slurry wall toward q} q ,1 g c moum ncmaocyec
the east. This has the effect of almost completely isolating the unconfined aquifer from the effects of pressure relief pumping in the confined aquifer beneath the excavation. These data provide hydraulic confirmation of the presence of the confining layer as detected in the borings for the 50-series piezometers. CONCLUSIONS The investigations and pumping tests conducted during March and April 1979 have produced information upon which to base rational analyses of the confined aquifer and its hydrogeologic environment. These analyses have made possible estimates of aquifer characteristics adequate to support design of a pressure relief system. These design parameters are summarized as follows:
- 1. Trancmissivity of the confined aquifer is in the range 10,000 to 14,000 gpd/f t in the excavation area.
-4
- 2. Storativity e.f the confined aquifer is about 10 .
- 3. The pressure relief system within the excavation will experience an extremely close (approximately 600 feet) source of recharge flow, principally from the south and southeast.
- 4. Boundary effects to the north may be represented by an equivalent vertical barrier boundary across the northern portion of the excavation. The current best estimate of its location is about 50 feet north of, and parallel to, the plant E-W baseline.
- 5. The incremental drawdown effects in the unconfined aquifer at the eastern property line, produced by pressure relief pumping within the excavation, will be very small, probably less than one foot.
- 6. The apparent continuity of the confining layer west of the eastern property line suggests that the trickling filter recharge system will be effective in raising the water table elevation (increasing vertical gradients) at the property line, if that becomes necessary. .
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REFERENCES
- 1. Meyer, William and Patrick Tucci, 1979. ' Effects of Seepage from Fly-Ash Settling Ponds and Construction Dewatering on Groundwater Levels in the Cowles Unit, Indiana Dunes National Lakeshore, Indiana",
USGS/WRI-78-138.
- 2. Walton, William C., 1979. " Review of Leaky Artesian Aquifer Test Evaluation Methods", Ground Water, V. 17 No. 3, pp. 270-283.
- 3. Moulder, Edward A., 1963. " Locus Circles as an Aid in the Location of a Hydrogeologic Boundary", USGS Water Supply Paper 1545-C, pp. C110-Cll2.
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SSB PIEZOMETER NUMBER
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APPENDIX PUMP TEST DATA TABLE OF CONTENTS Page Drain No. 1 Data P-Series Transducers P-1 through P-6 A-1 Time-Drawdown Semi-log Plot Drop Tube (Well) A-2 Time-Drawdown Semi-log Plot Piezometer 55B A-3 Time-Drawdown Semi-log Plot Drop Tube (Well) A-4 Time-Recovery Semi-log Plot Piezometer P2 A-5 Time-Recovery Semi-log Plot Piezometer 55B A-6 Time-Recovery Semi-log Plot Laboratory Report A-7 Analysis of Water Sample from Drain 1 Test Well Data Flowmeter A-8 Flow Rate vs. Time Semi-log Plot P-1 A-9 Time-Drawdown Semi-log Plot P-2 A-10 Time-Drawdown Semi-log Plot P-3 A-ll Time-Drawdown Semi-log Plot P-4 A-12 Time-Drawdown Semi-log Plot P-5 mq A-13 Time-Drawdown Semi-log Plot Ls94
-, ,) cg h P-6 A-14 Time-Drawdown Semi-log Plot g GROUNDMER TECHNOLOGY,
AP-1 A-1.5 Time-Drawdown Semi-log Plot AP-2 A-16 Time-Drawdown Semi-log Plot .' J' Piezometer 16 A-17 Time-Drawdown Semi-log Plot Piezometer 52B A-13 Time-Drawdown Semi-log Plot Piezometer 53B A-19 Time-Drawdown Semi-log Plot Piezometers 54B and 54C A-20 Time-Drawdown Semi-log Plot Piezometer 55B A-21 Time-Drawdown Semi-log Plot , Piezometers 57B and 57C A-22 Time-Drawdown Semi-log Plot ' Piezometer P-1 A-23 Time-Recovery Semi-log Plot - Piezometer P-2 A-24 Time-Recovery Semi-log Plot Piezometer P-3 A-25 Time-Recovery Semi-log Plot Piezometer P-4 A-26 Time-Recovery Semi-log Plot Piezometer P-5 A-27 Time-Recovery Semi-log Plot Piezometer P-6 A-28 Time-Recovery Semi-log Plot Piezometer AP-1
- A-29 Time-Recovery Semi-log Plot Piezometer AP-2 A-30 Time-Recovery Semi-log Plot Piezometer 52B A-31 Time-Recovery Semi-log Plot { )) q '_) { ]
Piezometer 53B A-32 Time-Recovery Semi-log Plot Q oeUNDWmR TECHNOL
Piezometer 54B Jc-33 Time-Recovery Semi-log Plot Piezometer 55B A-34 Time-Recovery Semi-log Plot Piezometer 56B A-35 Time-Recovery Semi-log Plot Piezometer 57B A-36 Titne-Recovery Semi-log Plot Laboratory Report A-37 Analysis of Water Sample from Test Well 9 h I 1 a s t 4 e
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WY{ l ' WORTHERN LABORATORIES, INC.
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! ENVIRONMENTAL TESTING SERVICES
' AIR & WATER POLLUTION-SOLID WASTES SAMPLING - ANALYSIS - CONSULTING b Telephone (219) 464-2389 158 Napoleon Valparaiso, Indians 46383 LABORATORY REPORT ANALYSIS OF WATER SAMPLE FROM DRAIN 1 CLIENT Northern Indiana Public Service Company MTE '"4-79 ADDRESS RR 3, Box 501, Chesterton, IN 46304 PHONE DATE OF COLLECTION 3-16-79
}
TEST g PRESERVED pH 7.9 l Total Iron 8.68 mg/l Dissolved Iron 2.55 mg/l l Hardness 336 ag/l 1016 ag/l Manganese 0.64 mg/l Suspended Solids 153 ag/l Til{,@!$i!'d h gR 111979 NUCLEAR-1 l [h d C - SOURCE OF SAMPLE (S) KEY: PAGE A-7 SAMPLER
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