ML20151Y838
| ML20151Y838 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 02/28/1986 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20151Y831 | List: |
| References | |
| NUDOCS 8602130181 | |
| Download: ML20151Y838 (40) | |
Text
.
V0GTLE ENERGY GENERATING PLANT GROUND-WATER MONITORING PROGRAM July-December 1985 O
l l
Bechtel Inc.
February 1986 l
l l
l O 8602130101 @h0kg4 PDR ADOCK PDR R
- TABLE OF COWTENTS O' Page Monitoring System 1 Water-Level Measurements' 2 Water-Table Aquifer 3 Water-table / Precipitation 5 Confined Aquifers 7 Blue Bluff Marl Piezometers 7 Future Monitoring of Wells 9 TABLES 1 - Observation Wells 2 - Piezometers in Blue Bluff Marl FIGURES
- 1. Observation wells and rain gauges
- 2. Water-table hydrographs July-December 1985
- 3. Water-table hydrographs July-December 1985
- 4. Water-table hydrographs (backfill) July-December 1985
- 5. Water-table hydrographs 1985
- 6. Water-table hydrographs 1985
- 7. Hydrographs/ precipitation - WF gauge
- 8. Hydrographs/ precipitation - NT gauge
- 9. Tertiary aquifer hydrographs
- 10. Cretaceous aquifer hydrographs i
l 11. Blue Bluff marl hydrographs
- 12. Blue Bluff marl hydrographs l 13. Precipitation records l
APPENDICES A. Assessment of precipitation records B. Examples of continuous record graphs, 808 and LT-13
A program cf frequent me:surement cf watse-t:blo wello was implemented in i July 1985. The purpose is to provide more detailed information to support the basis for the hydrostatic loading design. This is in
. response to the NRC staff concern; that the previous water-level records were short as a basis to ". . . confidently project a probable maximum
> design-basis ground water level..." (section 2.4.12.6, saa, 7/85), and I that wells should be installed in the Blue Bluff marl to determine the pressure distribution throughout the full depth of the mari (section 2.4.12.2.2, 8BR, 7/85). The staff requested that upon completion of 6 j months of monitoring, a report should be submitted for review of the data collected. The first 6 months of monitoring was completed December 1985, and the results are presented in this report. The report includes an evaluation of the frequency of measurements to be maintained.
Monitorina System Locations of all monitor wells are shown on figure 1. Well and a
piezometer construction details are sunnarized in tables 1 and 2. There are 17 wells monitoring the water-table aquifer. Four of these wells (LT-1B, LT-7A, LT-12, and LT-13) are within the foundation area of the power-block structures in which all materials above the Blue Bluff marl 4
(the Barnwell sands and Utley timestone) were removed. They were replaced with densely compacted selected material. This excavated and backfill area is shown on figure 1. The water-table in this area is within the backfill material. Elsewhere, considerable excavation and backfilling has been done for site grading, but none of those excavations extend below the water table. Water-table observation wells outside the l principal excavation monitor the aquifer within undisturbed Barnwell sands and Utley timestone.
I A series of 6 Casagrande-type piezometers have been set in the Blue Bluff marl. They are in two clusters (A & B on figure 1) of 3 piezometers
- each. The piezometers in each cluster monitor pore pressure in the upper, middle and lower portions of the mael. In addition, 10 wells are f open to the Tertiary aquifer inunediately below the Blue Bluff mael. Two observation wells in the Cretaceous aquifer are also being maintained.
l O (1411g) 1
() Two of the wells in the water-table aquifer, 808 and LT-13, are being monitored on a continuous basis. Stevens Type-F recorders have been installed at each well. The recorders are geared for a direct scale (1:1 ratio) reading. Eight-day charts are used. The objective is to determine the rate and degree of fluctuation in response to rainfall, which is the source of recharge to the aquifer.
The balance of the water-table aquifer wells (15) are measured on a weekly interval. With each water-level measurement, depth to the base of each well is also measured to determine if silting is occurring. Early detection of silting will prevent plugging and questionable data. The wells in the confined aquifers (Tertiary and cretaceous) are monitored on a monthly basis concurrently with measurements in the water-table aquifer.
The six piezometers open to the Blue Bluff marl are also being monitored weekly. These piezometers are measured the same day each week as the wells in the water-table aquifer.
O Precipitation is being recorded at the meteorological tower (the "NT" gauge) using a climatronics Model 10097-1 (continuously recording, tip-bucket type) rain gauge. Precipitation is also being collected on a daily basis with a Taylor Clear-Vu, 4-inch diameter gauge at the sewage waste discharge facility; (the "WF" gauge). Locations of these gauges i are shown on figure 1. ,
Water-level measurements The actual monitoring of water levels has been conducted by on-site personnel of the Vogtle EGP Environmental Group under the supervision of N.D. Dennis. Technical direction and review has been the responsibility of C. R. Farrell and L. R. West, hydrogeologists with Bechtel Inc. A monitoring procedure has been established, and data are reported on a weekly basis.
O (1411g) 2
t When a water level is taken, the well is also sounded for indication of silting. Inmediately following completion of the weekly round of monitoring, the measurements are compared to the prior data of each well by the on-site personnel. Any measurement that appears anomalous is checked by remeasurement the following day. The checked weekly water levels are then submitted to Bechtel for technical review.
The results of the monitoring have been used to prepare hydrographs for each well or piezometer. Because emphasis in the program is with fluctuation of the water table, hydrographs of those wells are presented
- in three different modes. Hydrographs of weekly measurements of all 17 wells for the 6 months commencing July 1985 are in figures 2 through 4.
Hydrographs for the full year, 1985, are presented in figures 5 and 6 of the 12 monitoring wells in the current program that were installed prior to July 1985. Prior to July, monitoring of wells was only done quarterly. Figures 7 and 8 correlate daily water levels measured at observation wells 808 and LT-13 with rainfall; figure 7 provides daily rainfall recorded for the year at the WF gauge, and figure 8 provides
() daily rainfall recorded for July through' December 1985 at the NT gauge.
Hydrographs of observation wells open to the Tertiary (confined) aquifer are shown on figure 9. These wells are monitored once each month, prior to July they were monitored quarterly. Hydrographs of the two monitored wells open to the Cretaceous (confined) aquifer are shown on figure 10.
Monitoring of these wells commenced in August 1985. Finally, hydrographs of the 6 piezometers monitoring pore pressure in the Blue Bluff marl are shown on figures 11 and 12. Observations concerning these hydrographs follows.
Water-table aquifer. The amount and rate of fluctuation in the water table during the 6 months varied from place to place. The largest rapid changes in levels were recorded at wells 808 and 807A in the switchyard area north of the power block (figure 3), and at LT-12, located adjacent a
to the auxiliary building (figure 4). These hydrographs indicate a rise
$ (
U (1411g) 3 i
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of 1.4 feet in 73 days at well 808, 2.2 feet in 43 days at well 807A, and 1.9 feet at LT-12 in 114 days. A contributing factor to the rate of these rises are.the temporary construction conditions that concentrated ponded water and, thus, concentrated sources of recharge in the areas of the wells, f
Wells 808 and 807A were in an area that was undergoing site grading from
- June into September. Well 808 was in the center of a large depression, and well 807A was on the south edge of it. The depression was a catchment of runoff from the site, and during June through August ponded water was continually present. Well LT-12 is located in a small enclosed area between the auxiliary building and adjacent structures that, until recently, had also'been a low area (only partially backfilled). Drainage from the auxiliary building and the other structures was directed to this f
depression. Until late October, when backfilling was continued, there was no attempt to drain the depression. The resulting ponded water was a source of concentrated recharge.
The largest total fluctuation measured appears to be 2.6 feet at well 807A (figure 3). However, there is some question about this record.
During the week ending September 10, 1985, approximately 4 feet of the PVC riser pipe of well 807A was replaced (it had been broken, and apparently allowed silt to enter the well). The top of the riser pipe
- (reference point) was resurveyed. The abrupt difference in water levels j measured before and after the repair suggests an error in reference point
! elevation. prior to the repair, sections of riser pipe were periodically added as backfilling around the well progressed. It is possible that an l
error was introduced to the reference elevation when one of the sections was added (e.g. the temporary top of riser was not surveyed). Correcting for an assumed error of one-foot in elevation of the measured levels prior to September 10, the configuration of the hydrograph for well 807A j
has a teach smoother transition; this is illustrated by the dashed curve
- on figure 3. The reduced rise in water level would be 1.6 feet, similar to that recorded at well 808.
O (1411g) 4 4
Wells 800 and 801 have steadily risen 1.8 and 1.4 feet, respectively, over the 6 months of monitoring. Similar to 808 and 807A, these two wells are in areas that have been undergoing grading and backfilling.
Grading was completed in these areas by the first of November. Although the rate was reduced slightly, the level at these wells was continuing to rise in December.
The balance of observation wells in the water table aquifer (12) have all
) shown a relatively steady rise in water level during the 6 months, except wells 804 and 179. Although the level of water in these latter two wells has fluctuated somewhat from week to week, the trend has been flat. The 2
4 July levels in well 179 are a reflection of cleaning and repair. It was found to be filled with finess. and several flushings were required to l rehabilitate the well. Tta levels prior to July are also affected by the l plugging. Wells south a d west of the main facilities (i.e., wells 802A, 803A, 805A, 809) are in areas of limited excavation and backf1111ng.
j Wells 179 and 804 are in areas in which significant excavation was i accomplished, and no backfilling.
!O 3xcept for well 807A, the largest change in water level that occurred in f a 4 week interval (1 month), is 1.1 feet at well 808. The maximum 4-week
! rise in wells adjacent to critical structures in the backfill (figure 4) is 0.95 foot at well LT-12. Both of these rises are believed to be i significantly affected by construction excavation and drainage as 1
discussed above.
~
gach of three hydrographs (801, 8068, 807A) have a single measurement that deviates significantly from the general trend and fluctuations of I the graphs (anomalous). Although it is believed these measurements are in error, they were overlooked at the time of monitoring, and not checked within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, as they should have been.
Water-table /orecipitation. The daily high-water levels from the l continuous records at wells 808 and LT-13 are plotted for comparison with
! daily rainfall recorded at the two on site rain gauges (figures 7 and 8). The NT (meteorological tower) gauge was installed by Pickard, Lowe t
i
- ' (14113) 5 i L
and Garrick, Inc., who are responsible for the maintenance, technical review, and reporting of the data. They have also reviewed the data collected at the second gauge, the WF gauge, located at the sewage waste disposal facility, and have concluded it is a valid record (see appendix A). Graphs of both rain gauge records, July-December 1985, are shown in figure 13 for comparison. The continuous water-level records collected at wells 808 and LT-13 are on standard graph sheets, replaced weekly.
Copies of Selvted graphs sheets from the wells are included in Appendix B.
The record of LT-13 for the week ending September 30 (Appendix B) illustrates the largest daily (0.5 inches) and weekly (0.66 inches) fluctuations recorded. The cause of the larger daily fluctuations at LT-13 than at 808 (figure 7) are not fully understood. It may be related to dif"erences in permeability. The Utley limestone at the base of the aquifer at 808 is markedly more permeable than the overlying Barnwell sands, or the backfill at LT-13. The limestone may act partially as a drain at 808 that dampens fluctuations in the overlying Barnwell sands. .
O Inspection of figures 7 and 8 indicates that there is no detectable response of the water table to individual rain storms. The only possible response suggested is from the intense storm of November 21/22 (4.17 inches at the WF gauge and 3.58 inches at the NT gauge). An apparent rise of about 0.2 foot at well 808 followed that storm. At well LT-13, the fluctuation was within the normal daily fluctuation. The " rise" at well 808 is suspect because the continuous recorder was down during that week because of construction conditions. The daily measurements were taken with an electric measuring probe. The change in measuring methods could account in large part for the rise.
The rise in water levels in late July and August are believed to be in response to the series of storms in June and July, and the rise in levels commencing in mid to late November appear to be in response to the series of storms beginning in late October and continuing into December. The l O ,
(1411s) 6
magnitude of the rise recorded at well 808 in July and August, as discussed previously, is a result of temporary construction conditions that are no longer present. A series of storms in the future, similar to j
that which occurred in June and July, cannot be expected to cause the i same magnitude rise in water level at well 808 in the future.
Within the backfill, adjacent to critical structures, the magnitude of a
fluctuations at LT-13 are believed to be larger than should be expected
! in the future, under similar rainfall conditions. Upon completion of construction less than 30% of the surface area of the principal excavation backfill will be exposed (available to infiltration). The I
balance of area will be either paved or covered by buildings. All areas will be provided with a drainage system to maximize runoff. Reviewing the record of rainfall during the year (figure 7) and the hydrographs of I wells for the full year (figures 5 and 6) suggests the general rise in levels during the period July to December is a seasonal trend. The magnitude of the rise and local variations is probably influenced by construction activities. ;
O Confined aquifers. The hydrographs of the observation wells open to the j Tertiary aquifer (figure 9) indicate a downward not trend during the year, although from July through December the trend was upward, slightly, in most wells. The fluctuation in levels ranged from 1.7 feet to 4.1 feet. The water levels in the two Cretaceous aquifer observation wells j declined 5.0 and 7.5 feet from August to December (figure 10). This is in marked contrast to the trend of levels in Tertiary acuifm wells, suggesting that hydrologic connection between these aquifers below the l
l plant site may be less than has been estimated. In sum, the water-level I
- fluctuations of the confined aquifer observation wells are within the range to be expected, and the trends are different from that of the water l '
table aquifer.
Blue Bluff marl piezometers. The two clusters of piezometers (A and B) l within the marl are located at opposite corners of the power block as l shown on figure 1. These piezometers provide a direct measurement of the lO j (14113) 7 ,
hydraulic head distribution within the earl. Details of the installation and testing of piezometers are described in "Geotechnical Verification Work, Report of Results", Bechtel, August 1985.
l The NRC staff had requested that the clusters be installed to provide additional detail on the pore pressure distribution within the marl.
Previous information was limited to the 42 series well cluster that was installed in 1971 and removed in 1974. The 42 series included two observation wells within the earl; one near the top of the earl and one near the bottom. The two new clusters each include three piezometers within the earl which provide data within the central part of the mael, as well as near the top and bottom. Hydrographs of the measured levels from these piezometers are shown in figures 11 and 12.
j
' The water level data obtained from the pierometers in clusters A and B
! are consistent with the data obtained from the 42 series wells, showing a decreasing head with depth within the mari. The differences in hydraulic head decline between individual piezometers within a cluster are most
- probably the result of variations in the vertical permeability of the mari.
} The hydrographs of the piezometers of cluster A (figure 11) show steadily dec.reasing rates of water level decline that are approaching a slightly fluctuating, relatively constant level. The initial water level decay is i the adjustment to in-situ conditions, draining the residual water I remaining from the drilling and cleaning of the hole during construction f of the wells. The long period (about 4 months) to reach equilibelum with the pore pressure in the marl is a reflection of the low permeability.
The piezometers in cluster B took considerably less time to reach equilibrium; most of the residual cleaning water had drained before the first weekly measurement (figure 12).
The water level in piezometer 9048 is at the bottom of the porous stone, indicating that the materials monitored by this piezometer are O
- (1411g) 8
. - _ - - - . _ ~ - . - - .
unsaturated. This suggests that within the mari above the zone monitored are layers of such low permeability, as to restrict downward migration of water sufficiently that the material at 904B remains unsaturated.
Future monitorina of wells The frequent monitoring initiated in July 1985 has established that there is no immediate response to individual rain storms. However, a series of storms, le; a persistently wet period of a month or longer can resul', in a detectable general rise in water levels. A general rise in the Water table throughout the site area of as much as 0.5 foot in a perior. as short as one month has not occurred although localized fluctudions of 0.5 foot have_ occurred in as short a time as one day. Hon ver, these short-term rises do not persist. They may be influenced by construction activities.
It seems apparent that a general rise of the water table of 1 foot or more requires at least a seasonal period (le; 3 to 6 months) of markedly wet weather. _Such a trend would be readily identified by monthly monitoring of the observation wells. Thus, it appears that monitoring frequency of most wells can be reduced to monthly. Once construction (backfilling) is completed, and site grading is completed the daily fluctuations in the backfill adjacent to critical structures may subside.
Until grading around the structures is complete, it is recomended that the two continuous recorders be maintained (808 and LT-13) and the other 3 wells in the backfill adjacent to the structures (LT-1B, LT-7A, and LT-12) continued to be monitored weekly. Frequency of monitoring the balance of wells in the water-table aquifer can be reduced to once each month. .This monitoring should coincide with monitoring of the confined aquifer observation wells.
Monitoring of the piezometers in the marl should continue to be monitorad' weekly through March 1986. This will confirm the trend and fluctuation i O
^
(14113) 9
t characteristics of the pore pressure in the mari, as indicated by the first 6 months of record. Once the trend at equilibrium is established, continued monitoring can be reduced to monthly.
I A full year of monitoring will be completed July 1986. A second 6-month
! review of data, collected to that time will be made. It is expected that further reductions in monitoring frequency will be proposed at that time.
4 I
O i
i i O (14113) 10 i
TABLE 1 - OBSERVATION WELLS Ground Depth Depth of Surface Top of Monitored Well Installed Coordinates Elev.(1) Marl (2) Interval (2)
Egs_ (Yr.) N E (ft.) (ft.) (ft.)
Water-table aquifer 129 1971 8856 9576 215.9 77 35 - 100 142 1971 8283 8262 231.2 92 52 - 101 179 1971 9059 7779 274.8 130 90 - 131 800 1979 8850 11011 213.7 83 59 - 94 801 1979 7656 10733 212.8 82 49 - 87.5 802A 1985 7196 10194 216.9 87.5 72 - 90 803A 1979 7085 8898 218.3 82 42 - 87 804 1979 6597 8227 224.1 87 49 - 102 805A 1979 6672 10403 232.7 124 69.5-127 806B 1980 8821 9726 214.8 17 23 - 70 807A 1980 9047 9835 213.6 77 36 - 80 808 1985 9625 9300 207.0 66.3 45.5- 68 809 1985 8320 7860 222.8 89 69.4- 90 LT-1B 1985 8388 9304 213.2 83.3 65.2- 84.7 O LT-7A-LT-12 1985 1985 8151 7775 9317 9600 215.9 209.0 87 79 65 - 87 58.2- 78.6 LT-13 1985 8135 10110 219.0 89 68.1- 89.1 Tertiary aquifer 27 1971 8622 13931 210.0 148 146 - 190 29 1971 9975 12392 193.0 126 124 - 210 34 1971 12180 10846 86.0 N.A. 47 - 115 850A 1984 11723 10494 225.9 135 147 - 200 851A 1984 8868 7066 262.7 195 235.7-300 852 1984 5993 13380 200.7 153.5 159.1-220 853 1984 11020 9204 227.6 145 176.3-217 854 1984 9899 7917 236.8 153 174 - 220 855 1984 7159 13951 218.0 173 192 - 240 856 1984 4927 12558 186.7 155 156 - 197 Cretaceous seulfer TW-1 1972 7738 9984 218.5 140 506 - 850 NU-2 1917 9500 9135 214.5 150 450 - 820
() NOTES:
(1) Determined at time of delllin8 (2) Below ground surface at time of drilling.
TABLE 2 - PIEZONETERS IN BLUE BLUFF MARL n
v Ground Depth of Surface Depth of Monitored Well Installed Coordinates Elev.(1) Marl (2) Interval (2)
N2L_ (Yr.) W E (ft.) (ft.) (ft.)
900 1985 7538 10119.5 216.3 92.6-148 133.8-140.7 901 1985 7538 10104.5 215.58 91.6-148 122.0-128.0 902 1985 7543.5 10110.5 215.97 91.0-148 101.5-108.0 903 1985 8480 8900 215.75 78.0-148 127.0-133.0 904B 1985 8464 8885 215.75 78.8-148 90.0- 96.7 905 1985 8450 8900 215.75 77.3-148 109.8-116.0 NOTES:
- (1) Determined at time of drilling.
(2) Below ground surface at time of drilling. Bottom depth of mael is interpolated from figure 2.5.1-31, FSAR.
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BLUE BLUFF MARL HYDROGRAPHS PIEZOMETERS 903,9048 AND 905 JULY-DECEMBER 1985 FIGURE 12
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PRECIPITATION RECORDS JULY-DECEMBER,1985 FIGURE 13 i
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Appendix A Assessment of Precipitation Records e
i O
O
PICKARD, LowE AND GARRICK, INC.
JAME E. P :EAe9 1200187H STREET, N. W., SUITE 612
"j,^,,", ,";,', c",' WASHINGTON, D. C. 20o36 wA$HIN GTON, D. C.
TELE PHONE 202 296-8433 4AaOLO F. PERLA TMOMAS 8. GOBS #NS ALFRE0 TOest DIANG L AClY $1NIOS EXECUTivl ASSOCIAfg NEWPORT SE ACH, CALIFORNIA at TM woo 0ARO RALPH SALENT wit TEE LOM tosEnf S. MUNTit TELEPHONE 714 450-8000 anAnt AS4AMS MOl$EIN G. MAMZEMEE waLLAto C. GEELER
, TELEX 3718953 aaICHAEL M. $CMw ART { MAROYROS EA1 ASIANS wfLLIAM E. PtiLLER ASSOCIAfts 00VOLAS C.10lN DENIS M. LOUGE AT MARTIN 8. SAMISO'8 STAN E APLAN DENNt$ C. $ LEY ALI MOSLEM 10wA40 C. A000TT GEORGE APOSTOLAERS DANIIL w. $TILLwELL, JE PAULM EAAGE THOMAS 0 MEADE RICMARD V. CALAGEE18 OAv0 an. wwEtLEt SMOSMAg.aAO JAME8 E. LIMING WiJAT E. DMit FRANE t. MUSGAREL 5 JACElf Llwil DONALD J. w AKEFIELO CAROLYN 0. Mll5tNG JOMN w. STETEAt DANtEL A. RINT EATMLIEN C. RAMP JAMil C. LIN T. 80w ARD Ff MITERMACHER TMoesAS J. an ESCML DAVID M. JOMNSON F0EDEllCE J. ICIPFL CMAeLis E. atCMAIDlON EARL N. FLEMING OAv10 8. SlaarsON NA? MAN O. Seu LINCOLN G. M. SAEMANIAN JOHN G. 87 AMPILOS MotTON J. SMITM OAv2 8. SuTTEMit VICEI M. BIES tiMOYMT J. MceNTYtt January 29, 1986 Mr. N.D. Dennis Plant Vogtle Construction P.O. Box 282 Kaynesboro, GA 30830
Dear Mr. Dennis:
m This letter completes our work reporting precipitation data from the U Vogtle meteorological tower for' the period of July 1,1985 through December 31, 1985. This data was processed from continuous strip chart recordings using a Climatronics Model 10097-1 rain gauge. The percentage of good data for the time period of interest (July-December) was 98.2%.
After a review of all data for the period, a few changes were made to correct digitizing errors. These corrected tables should be considered final. Except where indicated, the rain gauge and recorder functioned properly. It was calibrated 2 times during the data collection period with no discrepencies found.
The rain gauge used in this study was installed in January 1985. This type of gauge will operate with +1% efficiency up to 3 inches per hour.
The model 100747 translator card used to convert the signal to 0-5 volts has an accuracy of +.05% full scale (0-1"). During periods of very heavy rain such as a thunderstorm, the rain collected may be less than actually fell due to the instrument's efficiency. High winds making the rain fall somewhat horizontally may also slightly affect the total amount of rain collected.
The other instrument used to collect on-site data was a 3 inch Taylor rain gauge. This should be quite adequate to identify and collect data for all r:in events except when the rain falls in conjunction with high wind speeds. Due to the smaller cylinder opening (3 to 6 inches) this ,
gauge may collect less rain than the one at the meteorological tower. In 1 (l addition, the Taylor gauge would not be nearly as efficient during
%d l
ENGINEER $ . APPLIED $CIENil57$ M ANAGEMENT CONSULTANTS
Mr. N.D. Dennis January 29, 1986 Plant Vogtle Construction Page 2 O
periods of snow, but none occurred during the period. During the summer months, the localized effects of showers and thunderstorms may cause the data at the two sites to be different due to the 7,000 ft between the locations.
This completes all rainfall data collection for the ground water study.
If you have any questions, please call.
Very truly yours, Mark J. Abrafns
$N Enclosure Clifford Farrell O
I 8
O
O i
Appendix B Examples of Continuous Record Graphs Wells 808 and LT-13 4
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