ML20135C072
| ML20135C072 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 09/04/1985 |
| From: | Crosby T, West L BECHTEL CIVIL & MINERALS, INC. (SUBS. OF BECHTEL |
| To: | |
| Shared Package | |
| ML20135C062 | List: |
| References | |
| OL, NUDOCS 8509110281 | |
| Download: ML20135C072 (445) | |
Text
{{#Wiki_filter:* i b J UNITED STATES OF AMERICA i NUCLEAR REGULATCRY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING BOARD i i In the Matter of )
- )
GEORGIA POWER COMPANY, et al. ) Docket Nos. 50-424 (OL) j ) 50-425 (OL)
; (Vogtle Electric Generating Plant, )
Units 1 and 2) ) t 1 AFFIDAVIT OF THOMAS W. CROSBY AND LEWIS R. WEST I j County of San Francisco) i ) ss. ] State of California ) j Thomas W. Crosby and Lewis R. West, being duly sworn ac-l l cording to law, depose and say as follows:
- 1. We are geologists employed by Bechtel Civil and Min-erals, Inc. Cur business address is Bechtel civil and Miner-als, Inc., P. O. Box 3695, San Francisco, Californic 94119.
Summaries of our professional qualifications and experience are attached hereto as Exhibits A and B.
- 2. The purpose of this affidavit is to authenticate and sponsor the report entitled "Geotechnical Verification Work --
Report of Results: Vogtle Electric Generating Plant" (August t 't G i
# k I
1 .f D 1985). We authored this report. We have personal knowledge of the matters stated therein and believe them to be true and cor-rect. W .G.G.4 Thomas W Crosby [/,: wis L c We4h
~ R. i ~
l Subscribed and sworn to before me this grh day of September, 1985 ^ 2 ^ 2 0: 2 2 ^ ^ :: ^ :::::::::::: cn m sou o My commission expires: j APGit %. MW9
;;[O' norTaQ,yfcy,{,E san Francisco couni, s1A
(( ll U. . _ _ _ W ,Cc"a==, Ewes Apre 26.1989 l l l l
hpa EXHIBIT A ) PROFESSIONAL QUALIFICATIONS Thomas W. Crosby My name is Thomas W. Crosby. I graduated from Oregon State University with a Bachelor of Science degree in Geology in June 1973. For the past twelve years I have been employed by Bechtel as an engineering 3 geologist. My responsibilities have been the field and office studies for the siting, design, and construction of major engineering projects, including nuclear power plants, hazardous waste facilities, dams, and tunnels. I have been responsible for field exploration, data interpretation, report preparation, and regulatory review on nuclear power sites in Georgia, Pennsylvania, Washington, California, and Taiwan. My ground
! water experience includes supervision of monitoring well construction and i
testing at hazardous waste sites in New York, Tennessee, and Arizona. ! , j have also supervised the installation and testing of large capacity j production wells in Senegal, West Africa and Washington State. l I am a Registered Geologist and a Certified Engineering Geologist in the i State of California, and a Licensed Geologist in the State of Oregon. ) ) i l i l 4
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y EXHIBIT B PROFESSIONAL QUALIFICATIONS Lewis R. We!.t My name is Lewis R. West. I have a B.S. degree in Geology from the University of Southern Mississippi and some graduate studies in geology at University of Nevada, Las Vegas. I was employed by the Ground Water Branch of the U.S. Geological Survey for seven years. During this period, I worked in Alabama for four years and at the U.S.A.E.C. Nevada Test Site for three years. From 1964 to 1973, I was employed by Environmental Research Corporation in Las Vegas, Nevada as field geologist and field office manager. I was responsible for the liaison between the home office in Virginia and the AEC's Nevada Operations Of fice. My duties involved investigations of tunnels and drill holes for input to determine containment and ground motion effects in relation to atomic bomb testing. For the past 12-1/2 years, I have been employed by Bechtel as a Hydrogeologist. My responsibilities include all aspects of ground water occurrence and interaction in respect to foundation, dam sites, retention ponds and engineering geology design criteria as well as development of industrial ground water supply systems. I am a Registered Geologist in the State of California.
_ - - _ - - . _ - - _ . ~
, Georg.a Pow';r Company Routa 2. Box 299A Waynssooro, Georg:a 30830 ' ?"
Taeonona 404 554 9961 404 724 8114 Soutnern Company Serv:ces. Inc. Post Office Box 2625 Birmingham, Alabama 35202 Te!eccone 205 870-60t t Vogtle Proj.ect August 23, 1985 i ' Director of Nuclear Reactor Regulacion File: X7BC35 Attention: Ms. Elinor G. Adensam, Chief Log: GN-695 Licensing Branch #4 Division of Licensing U.S. Nuclear Regulatory Commission Washington, D.C. 20555 NRC DOCKET NUMBERS 50-424 AND 50-425 CONSTRUCTION PERMIT NUMBERS CPPR-108 AND CPPR-109 V0GTLE ELECTRIC GENERATING PLANT - UNITS 1 AND 2 SER CONFIRMATORY IIEM 5: GROUNDWATER MONITORING SER CONFIRMATORY ITEM 8: CLAY MARL STRATUM
Dear Mr. Denton:
Enclosed for your staff's review is a copy of "Geotechnical Verification Work
- Report of Results." This document was prepared to report our findings from the recently completed field and laboratory studies. In summary, these studies have verified previous findings on site characteristics:
c The core holes in the Blue Bluff marl have confirmed that the marl is a competent, firm, preconsolidated stratum, without voids or secondary openings. \ e The permeability tests, both in situ and laboratory, verify that the marl is nearly impermeable. 4 e Additional observation wells, installed as part of this study, will allow acquisition of the data required by the " Ground Water Monitoring Program" submitted in June 1985. e Preliminary water levels measured in these wells are consistent with previous results. e The laboratory studies on cation exchange capacity and distribution coefficients for the backfill, have shown the previous assumptions for the accidental spill analysis to be conservative. 3 I l i I l t
c-y. Director of Nuclear Regulatory Regulation File: X7BC35 August 23, 1985 Log: GN-695 Page 2 This report should allow closure of confirmatory items listed in Sections 2.4 and 2.5 of the SER. e Section 2.4.12.6 - Design Basis for Subsurface Hydrostatic Loading The additional wells installed in the water table aquifer during this study will provide the required data for the monitoring program. e Section 2.4.12.7 - Ground Water Monitoring Program The program previously submitted to the staff has been implenented. Georgia Power Company is recording water levels in each aquifer on the schedule discussed in the program. The results, along with the site specific rainfall data, are being submitted to Bechtel geohydrologists for tabulation, technical review, and data management. This review includes a determination between the relationship of ground water levels to precipitation. The data will be submitted to NRC for review af ter the first six month reporting period at the end of 1985, without reduction in the monitoring frequency. e Section 2.5.4.5 - Instrumentation and Monitoring This report provides the data on the six wells installed in the marl, the results of the in situ permeability testing, and detailed geologic logs of the core hole,s. NRC staff reviewers from hydrology and soils engineering visited the site to inspect marl core and well construction. If your staff requires any additional information, please do not hesitate to contact me. Sincerel ,
- 4. k .
J. A. Bailey Project' Licensing Manager JAB /sm Enclosure xc: D. O. Foster G. Bockhold, Jr. R. A. Thomas T. Johnson (w/o enclosure) J. E. Joiner, Esquire D. C. Teper (w/o enclosure) B. W. Churchill, Esquire L. Fowler M. A. Miller W. C. Ramsey _ B. Jones (w/o enclosure) Vogtle Project File L. T. Gucwa Oll2V
1 1 1 l Geotechnical Verification Work Report of Results ! 4 Vogtle Electric Generating Plant August 1985 I l l Geology Group San Francisco
Geotechnical Verification Wor < Report of Results , 3 e Vogtle Electric Generating Plant August 1985 Geology Group f San Francisco e
TABLE OF CONTENTS PAGE l
- 1.0 Introduction 1 2.0 Scope of Studies 2 l 3.0 Summary of Results 3 J
! 4.0 conditions in the Blue Bluff narl 5 4.1 Core Drilling 5 4.2 Well cluster A 5 4.3 Well cluster B 7 5.0 Permeability Testing 8 5.1 In Situ Field Tests 8 4 5.2 Laboratory Tests 10 6.0 Observation Well Installation 11 6.1 Water Table Aquifer Wells 12 6.2 Marl Aquielude Wells (Piezometers) 16 Tables Figures Appendix i i
i i i LIST OF TABLES Table 1 Sununary of Observation Well Data Table 2 Perseability Tests t LIST OF FIGURES J Figure 1 Observation Wells at Plant Vogtle Figure 2 Geologic Section - Well Cluster A Figure 3 Geologic Section - Well Cluster B i APPENDICES Appendix A Standard Penetration Testing Results Appendix B Geologic Drill Logs Appendix C Laboratory Test Results i 11 i
GEOTICHNICAL VERIFICATION WORK REPORT OF RESULTS
1.0 INTRODUCTION
A program of geotechnical verification work was conducted at Plant Vogtle during the summer of 1985 to resolve several licensing issues and to acquire supplementary data on site characteristics. The work consisted of Standard Penetration Testing of the backfill, core drilling and in i situ permeability testing of the marl, observation well heta11ation, and laboratory testing, i l Standard Penctration Testirig was performed to verify the backfill
; compaction with respect te liquefaction potential.
i Core drilling of the earl underlying the plant facilities (the foundation bearing stratum) was conducted to resolve the Open Item discussed in Section 2.5.4.1.3 of the Draft Site Evaluation Report (DSER). Observation wells were installed, both in the mart and the water table aquifer, and permeability testing was conducted in the mael to resolve the Open Item on ground water monitoring discussed in Section 2.5.4.5 of the DSER. Continuous recorders were installed on two observation wells ) 1 to resolve open Item on hydrostatic loading discussed in Section 2.4.12.5 . of the DSER. Laboratory tests included measurement of marl permeability, and measurement of the cation exchange capacity and distribution coefficient of the backfill. The tests were conducted to supplement !- existing data. i 1021g 1
This report discusses the results of these studies, with the exception of the Standard Penetration Testing in the backfill. Thtt information has l j been rubmitted in a report entitled, " Standard Penetration Test Results", and for completeness is submitted as Appendix A. 2.0 SCOPg 0F STUDIES The earl was cored in two areas adjacent to the powerblock, designated as l well clusters A and B on Figure 1. A series of 3 wells were installed at each cluster to monitor hydrostatic pore pressure at representative depths in the mael. In situ (packer) permeability tests were conducted in these cared holes. Six observation wells were installed in the water table aquifer to allow monitoring in the powerblock backfill and in the area northwest of the powerblock. Two of these replace wells damaged from construction activities. Continuous water-level recorders were installed on two water-table observation wells for determining magnitude and frequency of diurnal fluctuations of the water table. The drilling, coring, in situ permeability testing and observation well installation was performed by Law Engineering Testing Co., under the supervision of a Bechtel Engineering Geologist. Laboratory permeability tests on ten marl samples f rom the 900 series holes were conducted by Harding Lawson Associates. The distribution coefficients (Kd) of four backfill samples was done by Battelle Pacific 1021g 2
_ _ . . = _ _ _ - _ - _ - l l Northwest Laboratories. Cation exchange capacity measurements on ten backfill samples were made by Soil and Plant Laboratory. Inc. These laboratory tests were conducted to supplement and verify data from previous investigations. i l 3.0
SUMMARY
OF RgSULTS The results of the geotechnical verification work supports the previous data on site characteristics of Vogtle.
- Coro drilling of marl: The very high core recovery; lack of voids, altered zones, or fractures; and drilling rate results verify that the earl is a fine-grained, competent and firm material without secondary openings. The core from the holes confirm the results of the many mari core holes drilled previously in the powerblock area.
Peameability testing of marl: Both the in situ (packer) tests and the laboratory tests of the marl support results of previous studies. Of t!:e fif teen intervals tested for in situ l permeability, none showed any water takes. The Laboratory tests show the mael to be consistently very low to practically Lupermeable, ranging from 1.4 x 10- to 5.0 x 10.~ cm/sec. These data show that the mael is nearly impermeable. 1021g 3
_ _ _ _ _ . - _ _ _ . _ . - . _ . _ _ . ~ _._ _ __ _ ____ _ ._ . _ __ - _ _ _ _ _ _ _ . . _ ._. -.____
- observation well installation: The observation wells installed l
[ in the water table aquifer and the earl aquic19de during this study provide additional monitoring points in the launediate vicinity of the plant facilities. The initial water levels recorded in the new wells are consistent with previous data. , I Continued monitoring of those wells is part of the VIGP ground I j water monitoring program. 4 1
- Distribution coefficient (Kd) of backfill: In the SER, June, ;
l 1986, the NBC assumed Ed values of 5 al/s for strontium and 49 i al/s for cesium. These assumed values are stated by the NRC as t being conservatively low, based on the literature. The results of the laboratory measurements confirm that assumption. The i 1 measuret values are approximately an order of magnitude greater than the assumed values. 4.0 CONDITIONS IN THg BLUE BLUFF MARL i The integrity of the earl as a foundation layer and a barrier to ground water movement was questioned. To provide data on the structure, 11thology, and permeability of the mari, the following program was l conducted. 4.1 Core Deitlina {! Two clusters of three wells each, were constructed on the southeast and i i northwest sides of the power block (Figure is. The earl was core drilled for visual inspection to determine the integrity of the earl. The wells , 1 1021g 4 4
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l l designated 900, 901, and 902 are located to the southeast, inside the l I power block excavation and the wells designated 903, 9048, 905 are l l located to the northwest, outside the excavation, as shown on Figure 1. t l The geologic loss for these holes are included in Appendix B. From inspection of the core, zones to be monitored by the wells were selected. 4.2 Well Cluster A (wells 900. 901. and 902) The first well drilled was 900. A hole, 9-7/8 inches in diameter, was j drilled,through the backfill to the top of the mari, using a tricone rock-bit and revert / water as the circulating fluid. The top 10 feet, from a depth of 92.6 ft to 102.6 ft. wr.s cored using a 5-1/2 inch OD double tube, ball-bearing, swivel-type, split core barrel with a botton (face) discharge bit. Clear water was used as the circulating fluid. i *
?
q The hole was then teamed to 9-//8 inches diameter and 6-inch steel casing was installed to a depth of 102.6 ft. The casing was cemented in place using a tremie pipe, 1-1/4-inches diameter inserted outside the casing to i a depth of 102.6 ft, and a grout six of one part cement to one part water (by volume). Af ter allowing cement to set for four days, the casing was flushed with clean water, and coring was continued to a depth of 142.6 ft. 6 (Approximately 5 feet above the base of the mari, based on data contained in the FSAR). After being logged by an engineering geologist, the core was boxed, photographed, placed in plastic sleeves for moisture 1021s 5 (
preservation, and stored. Permeability tests, in situ, were conducted in ten foot intervals as drilling progressed from 102.6 f t (bottom of casing) to 142.6 ft (bottom of hole). The data obtained from well 900 were used to locate, core, test and complace wells 901 and 902. Both of. these wells were drilled, cored, and tested in the same manner and using the same equipment as well 900. Well 901 was drilled with a tricone bit to a depth of 91.6 ft and cored f rom 91.6 f t to 128 f t (bottom of hole) . Casing was cemented in place at a depth.of 102 ft and a permeability test was conducted in the bottom ten feet (118-128 ft). Well 902 was drilled with a tricone bit to a depth of 91.5 ft and cored from 91.5 ft to 108 ft (bottom of hole). Casing was cemented in place at a depth of 100 ft and a permeability test was conducted in the bottoa eight feet (100-108 ft). 4.3 Well Cluster 8 (Wells 903. 9048, and 905) The first well drilled at this location was weLL 903. A hole 9-7/8 inches in diameter was drilled through the Barnwell sediments with a tricone rockbit to the top of the mari. The hole was drilled, cored, and tested in the same manner and with the same or equivalent equipment used to drill wells 900, 901 and 902. 1021g 6
i The top of the marl was encountered at a depth of 78 ft. The hole was cored from 18 to 133 ft (approximately 10 ft above the base of the ! mari). Steel casing, 6 inches in diameter was cemented by the tremie l method at a depth of 85 ft. l i Formeability tests were conducted, as drilling progressed, in ten foot intervals from 85 to 133 ft. The data obtained from well 903 were used to locate, core, test, and complete wells 904B and 905. Holes 904 and 904A had to be abandoned due to split casing and encountering buried utL11 ties, respectively, the logs for these holes are included in AppendLx B. Well 904B was drilled with a rockbit to a depth of 68.5 ft and cored from 68.5 ft to 96.7 ft (bottom of hole). Casing was cemented in place at a l' depth of 85 ft and a permeability test was conducted in the botton 11.7 ft (85 - 96.7 ft). Well 905 was drL11ed with a rockbit to a depth of 17 ft and cared from 77 ft to 116 ft (bottom of hole). Casing was cemented in place at a depth of 88.5 f t and permeability tests were conducted in the botton 27.5 ft. FollowLr.g the in situ permeability tests, porous tube (Casagrande) plesometers were installed in each of these holes. The well construction details are discussed in Section 6.2. 1021g 7
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1 l 5.0 PERNRABILITY TESTING l 5.1 In Situ Permeability Testing Permeability testing (in situ) was conducted in holes 900 through 905 using the single packer method according to procedures in designation I-18 of the U.S. Bureau Reclamation " Earth Manual" and in general compliance with the Corps of Engineers, RTH-381-80. (The latter reference was recommended by the NRC staff). The validity of some of the previous in situ permeability tests conducted during site exploration (1971-1973) was questioned by NRC, since some of these holes were drilled with bentonite as the circulating fluid. The NRC was concerned that bentonite could have caused some plugging of permeable zones, thereby reducing the amount of water being injected, resulting in calculated permeabilities lower than actually existed. In order to alleviate thLs concern, all of the holes were drilled with a blodegradable drilling additive (Revert) and water when drilling in sediments above the mael, and only clear water was used as drilling in the mael. When drilling holes that penetrated the mari, a 6-inch diameter casing was cemented 8 to 10 ft below the top of the mari. After allowing the cement to set a minimum of 48 hours, the Revert was broken down with chlorine and the casing flushed with clean water. The holes were cored using only potable water as the circulating fluid in the mari after casing was set. 10:13 8
The method of testing was as follows: At each well cluster, the deep core hole (900 and 903) was advanced in 10 foot intervals and a permeability test was conducted at each interval. This drilling / testing procedure was followed until the total dapth of hole was reached. The interval being tested (botton 10 foot) was isolated from the remainder of the hole by a pneumatic inflatible packer. In the remaining wells, (901, 902, 9045, and 905), the hole was advanced to total depth, which was predetermined from well 900 or 903 data, and the bottom interval tested. The interval being tested was isolated in l the same manner. gach permeability test was conducted for a total period of 40 or 50 minutes, as follows: After the packer was seated, water was pumped into the test section at a minimum pressure (i.e. 40 psi) and held for 8 or 10 minutes, while recording water meter readings. The pressure was increased to an intermediate pressure (i.e. 50 psi) and held for another 8 or 10 minute period, while recording water meter readings. The pressure was then increased to the maximum (i.e. 60 psi) and held for 8 or 10 minutes. The test was continued by decreasing pressure back to the intermediate and minimum pressures at the same time intervals. In all of the tests conducted, the water takes were zero indicating an apparent permeability of zero. The permeability test data are shown on Table 2. 1021g 9
5.2 Laboratory permeability Testing In situ (packer) permeability tests cannot he used to quantify the permeability of materials with very low values, due to mechanical and control limitations. Packer tests at Vogtle in fresh mael have l consistently shown no water take, implying the marl is impermeable. In order to quantify the permeability of the mari laboratory measurements were made. During coring, ten samples of the core were collected, wrapped in foil and sealed with wax for permeability testing in the laboratory. The laboratory tests were performed by Harding Lawson Associates. The results are sumunarized on Table 2, with the data included in Appendix C. The range of permeability measurements is from 1.41 x 10~ to 5.01 x 10~ cm/sec. These data, combined with the in situ tests confirm that the earl is nearly impermeable. 6.0 OBSERVATION WELL INSTALLATION l In Section 2.5.4.5 of the Draft SER, NRC requested additional monitoring wells and more frequent measurements of the ground water levels. In order to develop a ground water monitoring plan to meet these concerns, the number and location of existing observation wells was first revieved. This review revealed an adequate number and location of observation wells existed to monitor the confined aquifers. However, the 1021g 10
data indicated that for complete coverage of the water table aquifer, additional wells were required. Therefore, two additional observation wells were installed to monitor water levels in the Barnwell sediments, to the north and west of the power block, and two additional wells were installed to monitor water levels in the backfill to the east and south of the power block. These additions to the existing observation wells 1 were incorporated in the proposed monitoring plan submitted to NRC on May 21, 1985. Also, three existing observation wells were found to be damaged. These were to be grouted, and two were to be replaced. NRC staff found the proposed plan acceptable, as stated in Section 2.4.12.7 of the Final SER. Three piezometers in each of two well clusters were installed at various depths within the earl. These piezometers are installed at the request of the NRC to menitor distribution of hydrostatic pore pressure within the mari. t The location of all observation wells are shown on Figure 1. These wells I are currently being used to monitor ground water conditions at Plant Vogtle. 6.1 Water Table Aquifer Wells The NRC requested that two water table aquifer wells be equipped with automatic water level recorders, one in the backfill and the other in adjacent Barnwell sediments. Well 808 was chosen as the Barnwell monitoring well and well LT-13 as the backfill well for continuous l l lo21s 11 l
l l l l 1 monitoring. To better accommodate installation of an automatic recorder j l these two wells were constructed with 4-inch diameter well casing and screen. The remaining wells were constructed with 2-inch diameter well casing and screen. 6.1.1 Wells 808 and 809 ( Wells 808 and 809 were drilled and completed as observation wells to monitor water levels in the Barnwell sediments. Well 809, located west
, of the power block was drilled with a 7-1/8-inch diameter, tricone rock j
bit, using Revert and water as the circulating fluid. The well was drilled to a depth of 90 ft, one foot below top of mari. The well was constructed by installing a 2-inch diameter PVC screen, 10 ft long with
.020 inch slot size. The screen is located from 14.5 to 84.5 ft below ground level and gravel packed to a depth of 69.35 ft. A bentonite seal 2.5 ft thick, was installed above the gravel pack and the remainder of the annulus between the hole and 2-inch casing was grouted to ground surface with a 1:1 mixture of cement and water.
Well 808, located north of the power block, was drilled with a 6-7/8 inch diameter, tricone rockbit, using Revert and water as the circulating fluid. The well was drilled to a depth of 68 ft. 1.7 ft below top of mari. Welt 808 was constructed by installation of 4-inch diameter PVC casing and screen. The well screen 10 ft long with slot size of
.020-inch is located between 50.5 and 60.5 ft depth and gravel packed to 1021g 12
a depth of 45.5 ft. A bentonite seal, 2 ft thick was installed above the l gravel pack and the remainder of the annulus between the 4-inch easing , and the hole was grouted to land surface with a 1:1 mixture of cement and i water. 6.1.2 Wells LT-12 and LT-13 Wells LT-12 and LT-13 were drilled and completed as observation wells to
, monitor water level in the backfill. Well LT-12, located south of the power block, was drilled with a 6 7/8-inch diancter tricone bit using Revert and water as the circulating fluid. The well was drilled to a depth of 79ft, top of mael. The well was constructed by installing a 2-inch diameter casing / screen assembly. The screen is 10 ft. in length with a .020-inch slot size, located from 63.1 to 73.lft. below ground surface and is a gravel packed to a depth of 58.15 f t. A bentonite seal, 1.65 ft. thick, was installed above the gravel pack and the remainder of the annulus between the 2-inch casing and the hole was grouted to ground surface with a 1:1 mixture of cement and water.
1 Well LT-13, located near the east end of the turbine building, was l drilled with a 7 7/8-inch diameter, tricone rockbit to a depth of 89 ft, top of marl. The well was constructed by installation of 4-inch diameter PVC casing and screen. The screen is 10ft long, with a slot size of
.020-inch located from 13.55 to 83.55 ft. depth and is gravel packed to a depth of 68.10 ft. A bentonite seal, 2.27ft. thick, was installed above 1021g 13
l l the gravel pack and the remainder of the annulus between the 4-inch l casing and the hole was grouted to land surface with a 1:1 mixture of cement and water. l In construction of all observation wells, the Revert was broken down with I chlorine after casing / screen installation and before installation of gravel pack. Clean water was pumped through the PVC casing, exiting through the screen and returning to land surface through the well annulus during installation of the gravel pack. All of the wells were developed by washing with clean water followed by pumping with air. 6.1.3 Wells LT-1A, LT-7, and STA. During backfilling of the powerblock excavation it was necessary to maintain the water table far enough below grade to assure design compaction. Several observation wells were installed around the powerblock to monitor this water level. As backfill operations progressed and eventually advanced several feet above the water table, all of the observation wells were grouted and abandoned, except three. Of the three wells, STA is no longer needed and LT-1A and LT-7 were made a part of the long term ground water monitoring program. As backfilling advanced, these wells were damaged and could not be utilized as observation wells. All three of these wells were abandoned as part of this work by grouting from the bottom up, using a 1 1/2 inch diameter hose as a tremie with a 1:1 mixture of cement and water. l
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1021g 14 l i
As stated above wells LT-1A and LT-7 were included in the long term ground water monitoring program, therefore they were replaced. Well LT-1A was replaced with well LT-1B located 4 ft, due east. The hole was drilled with a 5 7/8-inch diameter, tricone rockbit using Revert and water as the circulating fluid. The hole was drilled to a depth of 84.65 ft, which is 1.35 ft. below the top of the mari. The well was completed by installing a 2-inch diameter PVC casing / screen assembly to a depth of 84.65 ft. The screen is 10 ft. in length with .020-inch slot size, located between 12.65 and 82.65 ft. and gravel packed to a depth of 65.17 ft. A bentonite seal 2.17 ft. thich was installed on top of the gravel pack and the remainder of the annulus between the 2-inch easing and the hole was grouted with a 1:1 mixture of cement and water. I Well LT-1 was replaced with well LT-7A, located 7 1/2 ft west. The hole was drilled with a 5 1/8-inch diameter, tricone rock bit using Revert and water as the circulating fluid. The hole was drilled to a depth of 87 ft, which is top of mari. The well was completed by installing a 2-inch diameter PVC casing / screen assembly to a depth of 81 ft. The screen is 10 ft. in length with .020-inch slot size, located between 75 and 85 ft. and gravel packed to a depth of 65 ft. A bentonite seal. 2-ft thick, was installed on top of the gravel pack and the ramminder of the annulus between the 2-inch easing and the hole was grouted with a 1:1 mixture of cement and water. i 10218 15 l
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6.2 Marl Observation Wells (Piezometers) Each of the holes cored in the earl (900 through 905) was completed by installation of a porous stone piezometer to measure hydrostatic pore pressure within the mari confining layer. l l The porous stones are 2 1/2 inches diameter and 2 1/2-ft. overall length, with a 2 ft. length of 60-micron porous stone. The riser casing is i 1-inch diameter schedule 80 PVC. l The sand used for the filter pack is " Ottawa 10-30" which is clean and ] well graded from No. 10 to No. 30 mesh, United States standard sieve sizes. This gradation was selected to match the 60-micron porous stones and prevent movement into the stone of fines in the clay. The sand pack j and stone are much more permeable than the earl. t All of the piezometers were installed in accordance with Designation ] E-28 U.S. Bru. Rec. " Earth Manual", as follows. Upon completion of drilling, the bottom of the 5 1/2-inch diameter core hole was sounded. The botton 2 f t of hole was filled with Ottawa sand through a tremia, and tamped. The porous stone, having been soaked in water from 24 to 48 i hrs., was lowered to the top of the sand. A centralizer was attached to 4 the stand pipe about 6-inches above the stone. Additional Ottawa sand was installed by tremie to fill the annulus between the stone and the 4 hole and to cover the stone a a.inimum of 1.85 ft., followed by tamping. i [ I l 1021g 16 f _ - . . _ _ - - . , _ ~ _ _ -. .-. e _ ., ..m., - . , _ _ _ _ . -._ ,_- ., - - . .,, . _ _ _ _ - ~__m. -_.
A bentonite seal, mininmus thickness of 2 f t, was placed on top of the filter and the remainder of the annulus between the 1-inch standpipe and the 5 1/2 inch hole and/or the 6-inch casing, was filled with a 1:1 mixture of cement and water. Details of the piezometer installations are on Table 1 and are shown schematically on Figures 2 and 3. l l 5 J I 1 I l I i l l 1021g g7
TABLE 1 - SUtetARY OF OBSERVATION WELLS WELL s'00RDINATES CROUND TOP OF WELL DEPTH TO OPEN N0. N E ELEV. ELEY. MARL INTERVAL j 808 9625 9300 207.0 216.47 66.3 45.5-68 809 8320 7860 222.8 224.23 89.0 69.35-90 900 7538 10119.5 216.3 218.05 92.6 113.8-140.7 901 7538 10104.5 215.58 220.75 91.6 122-128 902 7543.5 10110.5 215.97 221.11 91.0 101.5-108 903 8480 8900 215.75 216.73 78.0 127-133 9048 8464 8885 215.75 216.31 78.8 90-96 i 905 8450 8900 215.75 216.71 77.3 109.8-116 LT-1B 8388 9304 213.18 215.47 83.3 65.17-84.65 i LT-7A 8151.3 9317.5 215.92 221.17 87.0 65-87 LT-12 7775 9600 209.0 219.27 79.0 58.15-79 LT-13 8135 10110 219.0 221.2 89.0 68.1-90 l. } l 1 1021g 18 i
TABLE 2 - PERMEABILITY TESTS IN SITU PERMEABILITY TEST 3 HOLE INTERVAL QUANTITY OF WATER PERMEABILITY N0. TESTED (FT.) INJECTED (CALS.) (CALCULATED) 900 104.6-112.6 0 0 112.6-122.6 0 0 122.6-132.6 0 0 132.6-142.6 0 0 l 122.6-142.6 0 0 901 118-128 0 0 902 100-108 0 0 903 85-96 0 0 96-106 0 0 106-116 0 0 116-126 0 0 ., 126-133 0 0 9045 85-96.7 0 0 905 88.5-102.5 0 0 102.5-116 0 0 LABOR.iTORY PERMEABILITY TESTS
- HOLE 50. DEPTH (Fr) . PERMEABILITY (CM/SEC) 901 119.0 5.01 x 10-9 902 104.2 1.95 x 10-6 903 108.2 1.94 x 10-7 903 .
112.1 4.99 x lo-I 903 128.4 2.06 x 10-6 904E 92.3 2.42 x 10-6 905 91.6 1.41 x 10-0 905 96.7 8.49 x 10-6 905 107.5 1.39 x lo-i 905 114.0 1.81 x 10-8
* - Tests were performed by Harding Lawson Associates *
(See Appendix B) l
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60 - UNNAMED SANDS [ l i BECHTEL SAN FRANC $$CO N OT E S '. GEORGIA POWER COMPANY
- 1. NO HORIZONTAL SCALE WAS USED, SCHEMATIC TO ILLUSTRATE WELL OBSERVATION WELL CLUSTER A
. CONSTRUCTION.
SCHEM ATIC SECTION
- 2. SEE TEXT FOR DETAILS OF WELL I
CONSTRUCTION, m e. I anse==e n. 6 es 9510 FIGURE 2 l
903 9048 905 GROUND SURFACh ,"
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ILLUST TE w' ELL GEORGIA POWER COMPANY ALVIN W.VOGTLE NUCLEAR PLANT
- 2. SEE TEXT FOR DETAILS OF WELL OBSERVATION WELL CLUSTER B CONSWCTIO N. SCHEMATIC SECTION
~~ i ~~ .n 9510 FIGUR E 3
l APPENDIZ A l STANDARD PENETRATION TESTS
e J'YYW UI \Y\ . O lon ee , nc. I( J esis,as .sois li L 1 I sas ceosseions vs cs.on cave esses
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N# e i July 3.1985 J l Walter R. Ferris 106 Paseo Vay Greenbrae. CA 94904 Dear Mr. Terris. I have received fro- Zia Yazdant the results of the standard penetration test progra: carried out at the site of the Vogtle Nuclear Project. Tan SPT borings were drilled at locations distributed across the site and all show very high penetratien resistance values in the compacted backfill. My evaluation of the results indicates the following: Tep 10 ft. of fill : N-values range from ebout 30 to 97 with a conservative average value of about 50 f Capth range 10 to 30 ft. : N-values range from about 62 to 200 with 4 a conservative average value of about 100 Depth range 30 to 80 ft. : N-values range from about 100 to 200 with a conservative average value of 150.
'l note that the SPT tests were carried out using a safety ha==er e
and a rope and pulley technique, so that the procedure can be expected to deliver about 60% of the theoretical free-f all energy to the drill-stem (i.e. the Energy Ratio is about 60%). Based on the above I interpret the results se follows: Average Effective Overburden C (N1 )60 Depth value ressure N N 60 i 650 psf 1.6 80 I 5 ft. 50 100 2650 psf 0.87 87 20 ft. 7800 pet 0.53 80 60 ft. 150 Thus the (N3 )60-values are reas nably consistent as would be , expected for a reasonably unifors fill. The field performance of sites which have and have not liquefied during earthquakes with Magnitude 7h, summarized on the attached figura, shows clearly that there is no possibility of
liquefaction occurring in this soil for any level of ground acceleration that any develop at the Vogtle site. In fact liquefaction ta simply not a credible mode of failure for this fill.
~ Sincerely yours, k.0L -
H. Bolton Seed J
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*(N)60 I RELATIONSHIP BETWEEN STRESS RATICS CAUSING LIQUEFA Mg -VALUES FOR CLEAN SANDS FOR M = 7-1/2 EARTHQUAXES l
O L.aw muomaanmo rusimo comammy
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80x
- AT NT GEORGI A 30324 July 26, 1985
~
GEOTECHNICAL SERhlCE3
. MCPWA' K vlrA200 W l 0 l V: .'il cne l
7/V/65 r a z, /. E r , l ' Southern Company Services, Inc. , [N '
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P.O. Box 2625 .--
', i-Birmingham, Alabama 35202 .Q q- nW{
Attention: Mr. J. A. Bailey ,_ _ gf,,g gA0y/c// X h
Subject:
Standard Penetration Soil Test Borings For Category I Backfill Vogtle Electrical Generating Plant LETCo Job Number 7429 Gentlemen: Law Engineering is pleased to submit boring logs for the soil test borings performed in Category I Backfill at Plant Alvin W. Vogtle. The purpose of this exploration was to obtain specific subsurf ace data relative to backfill consistency and depth for Bechtel. Additional borings, testing and installation of piezameters were performed for Bechtel Power Corporation in accordance with their specification documents No. X2A Pol, Division C2, Sections No.18 and No. 19. However, since they are preparing a separate report, their data has not been included. All drilling and sampling in the soil test borings was conducted - according to applicable ASTM specifications and was performed by LETCo driller, He zie Collins. Law Engineering's responsibilities in this work were j limited to the execution of the requested drilling, l laboratory testing and p ro viding the necessary field l engineering supervision so that the quality of work could I be maintained. Laboratory grain size testing of soil samples from the borings has been assigned by Bechtel and is presently underway in the laboratory. 1 I
'i-Southern Company Services, Inc.
Page 2 July 26, 1985 We have enjoyed assisting Georgia Power in this work, and look f orward to providing our services as the project continues. If you have any questions, do not hesitate to contact us. Very truly yours, LAW ENGINEERING TESTING COMPANY Jose Perez Geotechnical En p er Al en Lancaster Civil Engineer Registered Georgia 7075 h.
/cIl cc: Bechte'l Power Corporation Zia Yazdani 1
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ELEY PENETRAft04 tows PER 80C' OEpp vTi oESCRIPtioN 201.7e s so to se ao som s: toe
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,BACKKILL-VERY DENSE RED BROWN i SLIGHTLY SILTY TO SILTY FINE TD G .30 l
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*C 73.5 3n CBSTRUCTICN-CCNCRETE CRAGMENTS 126.7 ,
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~SLIGHTLY SILTY TO SILTY FINE TO c lui SAND O 102 159.3 g ; 3e 11 "
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- gAggi g.VEpy DENS, RED BROWN SILTY 70 SLIGHTLY SILTY FIT TO CDU1M ,
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.SLIGHTLY S!LTY TO SILTY FIPE TO MEDUIM SAND $C 3"
158.2 01.0..^ u em 1ST e 153.2 e .m.. e .m.. 148.2 , ; eC
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I ogetw erti ot Sca*?'o* tilv PtNttnatiows.ons een sco' 213.9e , ie te w se sw ee ,oe BACKFILL-CENSE TO VERY DENSE RED ' SROWN SILTY TO SLIGHTLY S!LTY FINE i'lI TO MEQ!LM SAND g 208.9 q.,
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ELEY PENETRAf10* slows Ptm 8007 ogern em ossenertioN 173.9e s to a 30 ao sono ao ice O BACKFILL-VERY DENSE RED BROWN SILTY TO SLIGHTLY SILTY FINE TO MEDILN SAND e 5C1/.,, . 168.9
- C..
3 eM 5 1/ 163.9 C 5 1/ ' eIL It 158.9 , 6 OC 6" 153.9 OM , 5 1/2 OC . 5 1/: 148.9 OC 3"
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5->o"2-es Joewuween 7420 Soil Test Boring Record #= o-hEV MNETRAtlo*8 Lows pgn 8007 otrTH#F7l DESCmsPTiom 133.90 $ to 20 30 40 seso ao ice e ! SACKFILL-VERY DENSE SILTY TO l SLIGHTLY SILTY IFPE TO MEDIUM SAND l em l 5' 128.9-85 gm , CEENT DRCOABLY LEAN FILL FOR LEVELING-LOW AREAS 88 MAAL-SAMPLED AS VERY MARD GRAY" 89.5 _ 123,9 BCRING TERMINATED $ l 5 El REMARKS
'GDEEN VERY CLAYEY #!NE SAPOY $1LT t a = a 5-t c ? e c. a m ..r.o., o, . ..,o,3 . s ...., ,,,,,o,,, ,c .,c,,
e
Law Engineering emim coersATEs * " s ,_,0s N: 75 + 60 Testing Company E, 101 20 - - to 5g28c29-es l Soil Test Boring Record *^a' o' ELEv pe=ttmatica. atows Pta toot ogetsarts ossensatioN 216.30 s to ao ac eo sono se too SACKF1LL-VERY DENSE RED BROWN J SL1GHTLY S1LTY TO S1LTY FDE TD i MED1UM SANO .O 116 ,
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211.3 g;g ,/
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181.3 g 6 1/; i (
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= 40 176.3 REMARKS.
em 6" tag me e g ggt f om gaptamation os s,wsots a40 agent viato=$ wsgo aga,g l
Law En9 i neerin9 .O v . S.T-105 Testing Company o.1 ~.. 5-27.2ec2a-es a um 7429
- o' '
Soil Test Boring Record 'aat ELIV MMTRATIO** SLOWS MR 800T DETtf im DE *'"'C 17A.?o s to 20 so ao sono ao ioo e BACKFILL-VERY DENSE RED BRCwN
-SLIGHTLY SILTY TO SILTY FIPE TO MEcluM SAND g 1,qp, 1T1.3 0 13.1 11 "
O M.. 166.3 0 1E 5" 4 175 161.3 g i
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. u ?-
REMARKS. "SLCWS IN EXCESS OF 100 WERE DELIVERED FOR ADVANCING THE SDLIT-SDOCN IST SAMDLER THE FULL 6" CF THE FIRST SAMDL4NG INTERVAL IN CRDER TO CETAIN SUFFICIENT RECOVERY TC RERMIT VISUAL INSPECTION OF THE SOIL sas an. s-ase som sina avio= os saaeots a%o assasviario s wsto ase,a l _ ._ __ _ _-
Law Engineering DO seeG 88Uwerm SPT-loS Testing Company o m o .uto
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= uvu.a.
3 3 Soil Test Boring Record ' ' CESCAirTION tttv etutTnarion stows atm eoot K8The (FT) 13c.3 0 S to M m ao sono oc trr BACKFILL-VERY CENSE LIGHT BROWN e
-SILTY FINE TO MEDIlf4 SAND e 12.6.*
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g tin
- 91.0 MARL-SAMDLED AS GRAY GREEN VERY l 93.0 S!LTv FTbE S ANDYJAY wfTw seaue" e lac 11 "
BORING TERMINATED t l l e I l REMARKS. *
- CEMENTED FINE SAPO
= BLOWS IN EXCESS CF 100 wERE DELIVERED FOR ADVANCING T4 SPLIT-SPOON SAMALER THE Fu.L 6 " Oc T{ FIRST SAMOLING INTERVAL IN ORDER TO CETAIN
) SUFFICIEPIT RECOVERY TO PERMIT VISUAL INSPECTION OF THE SOIL. Sta af, bs=4 8i som a negassat'Co. os gewoogg aug asent v.atio.sl wSED aeovt
Law Engineering ,, , c.m ,NA1,S, _, Sm-io. Testing Company "' 92 + 70
+ 2o 2
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- Ettv MutTmAfton stows na 8007 ogpin in) ossem* Tion 2t1.se s to to ao ao soao ao 500 BACKFILL-VERY DENSE RED BROWN SILTY
, TO SLIGHTLY SILTY FIPE TO PEDIUM SAND $
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206 A N " l N
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/ 12 "
95 I 196.8 \ e 120. 11 " e 121 12" l 191.8 l e lii 12 " e lhL.. 32 186.8 e 1:.C. l5 1/; 84.6 27.2 _ e 3CRING TERMINATED
- O" 181.8 l
l l l c I REMARKS.
- BORING TERMINATED DW TO PAESENCE CC PECHANICAL DUCTS.
SCAEHOLE WAS GROUTED WITH 3 BAGS OC CEMENT Ato 22.5 GALS Ce WATER. ses aa , s-w s oa a ses ...t.o os s ..ot s . o ....e ,..r.o.,e vino . 3.,
Law Engineering BORING COORDINATES 80*'ac neumsstm W -106A Testing Company N, 83 + 26.25 uri m,uro 5-2u.25-85 7429 E: 92 + 82 Joe eeunasin i Soil Test Boring Record aaos o, 3 o.sco,n o,. euw .<~ r..rio .t o . . .oo, yn,. ci 210.7 o e se re m ao so o se ion WASH BCRING FROM 0 - 31.5 FEET 205.7 200.7 195.7 , l l 190.7 185.7 180.7 l 31.5 BACKFILL-VE#Y DENSE RED BROWN G i SLIGHTLY TO SILTY FINE TD MED!ty SAND g" g n.3 175.7 9 L".:. 5" ' l G 1** ,
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170.7 o e to ao ao ao sono ao ,oc SACKF I L.L.-VE R Y DENSE RED 680WN blL.T Y O JO SLIGHTLY SILTY FIPE TO G IUM SAND g Inn 3 .. 165.7 em 5 1/: , eg l s" 160.7 91 ** g .. e 3C.. t
!55.7 e112 6
C.. 4 150.7
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6" 3 . 2n., REMARKS. eL2L 6" Sgt at t=gt, sca tsha%4f.ca, ce g,wews a%0 asmae vea.eos $ 440 asu.4
Law Engineering .O o -. Sar-iceA Testing Company -1. ~.o 5-2 25-S$
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ELIW ptee(TRAftW 84O*SPtn800' E M("I N "' N 130.7 o e to so 30 eo toeo ao tor et.o u' W h - *"' * * * "i" b"""# 14ARL-SAMPLED AS VERY HARD GRAY f GAEEN VERY CLAYEY F-NE SANDY" go ' 83.0 - BORING TERMINATED 125.7 1 : 1 I I REMARKS
.TO SLIMTLY SILTY FIPE TO k' Coly 4 $ AND
** SILT on VroY S!LTY FIht SANDY CLAY I l
l l l IIS88' l#$$'IG8 18.,44el4ae (,,f gensgOnl ease 40080 West,Qasg wgg g agg,q
Law Engineering mar = == r =Tas N: 76 + 70 80a=G wa S"~107 l Testing Company ~E. 2 + 0 - - .
- -a 5-2;223-a5 Soit Test Boring Record a' pen ens osscamion ativ pny,n o pewraatio** stows eta soot e io to m ao soao so ico BACKFILL ~ VERY DENSE RED BROWN gg SILTY TO SLIGHTLY $!LTY FIM TO TD!t.74 SAND 107.0 rc w l_
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,n, og g,,ng EL8v PtWTRAno** stows eta soot 162.0 e s to no m ao goeo ao oo
, i G SACKF!LL-VERY DENSE S!LTY TD SLIGHTL'
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- CLAYEY 8'!NE SAPCY S!LT lit age 3.s g. eCe ise6ana..c ce 3,wews a=c assee..at ca 4 wtst aeo.
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- o' Derm sFTl MKa'atie ELtv etastinarios. stows een root 0.0 220.5 0 t to 20 30 40 sono so too TEMPORARY BACKFILL
- FIRM RED -
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- SLIGHTLY SILTY FIPE TO MEDIUM SANC O 121 175.5 OC 11 1/
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ELSV PED.ETRATIO*s-8 tows PE A 8007 pergggm ossemertiON 140.5 0 S 10 20 30 40 Sono to 100 BACKFILL-VERY DENSE RED-BRDWN
- SLIGHTLY SILTY FINE TD MEDILN SAND b,y 6
135.5 N5
% 06 l 59.3 MARL-SAMOLED AS VERY HARD GRAY 130.5 W
_ ]4 ' l 90.5 4REENVERYSILTYFINESANDYCLAp O ~ 58 BDRING TEmi1NATED i l i 5 i 0 ' REMARKS: l Stt att Satt? FCa tap,4%at.o% ce s,.esoss a%o ansat via7'Caes wsto asovt
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ELEV PtevCTRATION 8 tow $ Pim 8007 DE5CasFT:Oas 9 (FT) 200.0 0 $ to 20 30 80 Soso 80 too BACKFILL DENSE Tri VERY DENSE RED-
~ BROWN SLIGHTLY SILTY TO SILTY FIPE TO MEDIUM SAND G N
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i ist att setti som asNa=4fiow os Svveo68 ANC aeeateatsONS usto aeovt
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BC?.ING TEPAIINATi'D I REMARKS: " Green verf clayey fine sandy Silt.
.- -_ m _ _s_. -_
Law Engineering N Nunseen M -110 BORING COORDINATES Testing Company N, 82 45 -T. ..m . e-3c -85 En 200 + 80 .co Nusiscan 7429 Soil Test Boring Record aa. 2 o< 3 ELEV PENETRATN atOwsPtn8OCT og ,TetrT) otsenecTioN a 219 e s so no ao ao so.o so iac
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= = ~ = 6-3-04-85 t
Soil Test Bon.ng Record PAGE ? OF ' t ELEV ptNETRATION-SLOWS PEm toot oEgggrT) DESCnePTioN 179 0 5 10 20 30 40 5000 80 100
, BACKFILL-VERY DENSE RED BROWN
.SLIGHTLY SILTY TO SILTY FIE TO MEDIUM SAND 174 e154 e1.22 11 169 g156 g 146 164 g159 9 122 5
159 012 t oS "
- 12..
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# 122.
89.c go,e MARL SAMDLED -AS VERY HARD r; pay
- I29 {4a l
+ "-
g;na SCRING TERMINATED AT 90.0 FEET 2" l l 1 l h 5 5 REMARKS.
. GREEN VEDY CLAYEY FINE SANDY OF VERY CLAYEY FDE SANDY SILT Sit utv $,att? Foa gues sgation o, Svutots AND assesviations vsgs ago.g
l APPENDIX B GEOLOGIC DRILL LOCS 900 808 LT-1B 901 809 LT-1A 902 LT-12 903 LT-13 904 904A 904B 905 i
GEOLOGIC ORILL LOG vocTtE aECTRrC GENERATi~o wT 51. 1 - 2 . stTE coomanTEs muaI rn> ecR:2. Kanac SOUTHEAST OF power BLOCX N 7538 E 18129.5 9e* - K3m CDet.ETE M LLER @LL Mane .O MGEL MULZ SIZE QVEMSLMODe FTJ Raur FTJ total. DE77M 6/6/85 6/29/85 KEN THAPES/ LAW ENGINEERING FAILING 1580 9 7/8 IN. 92.6 FT. 50 FT. 142.6 FT. CORE RCOWER?ff./D cofE 80xES Grape EL. CEPTM/EL.WOLs0 wTER CEPD4/EL. TOP OF ROCK MARU smeLEs lEL.TCP F CA$DeG 49.5/99% 8 l 218.95 FT. 216.3 FT. LOS.96 FT./117.29 FT.(7/16/85) 92.6 FT./123.7 FT. sapett nanotR uCe<Taau. CAs3G LFT De MEisDIA.ADCTM turrn yrs
-- SEE OBSERVATION WELL REPORT L.R. WEST Mi ! WATER 3
r" I bE sig I u g Pussia tars $ ,.TE ergs, e,, g5
. ry z ,.! -
arvaro. :: oEscamon me o.assmrim L, vets. fra ===. I d Ey f .g I d cManacTER cP h- f A 5
$k L$! NIIC f *. *< .. S.s - 92.6 FT. '"'. ROCK 8IT ORILLING
. . 3, , SEE LOG OF -
WITH
; *: REVERT / WATER 3 . ; e.- ORILLING FLUIO a + . :..
e T. . :, ,
= ? .: '
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.: t-b 74 -$~4 92.6 - 142.6 FT. 1MBLs CORE ORILLJNG -ITw g .M OARK ELUE GRAY. SILTY C44.CAREQUS CLAY. CLEAR WATER AS
. ,,.y FIRM TO MCOERATELY MARO. LOCALLY FINE OR!LLING FLUIO j
"3 2 h 48% q5' q$ . - SANCY CLAY: THICK LIMESTCNE NCOULES AND LENSES. LOCAL OYSTERSMELL ZCNES.
M 12 0 h- 94.5 ANO 96-97.2 FT OYSTER SHELLS
- 6.8 i2.5
.jCf-c 2.3 4.6
- 238%' g,3 I .Le 3 55 100- *e -
100.0 - 108.8 FT. LARGE OYSTER SHELL FRACTWD FROM ORILLIF , 94.2 FT. AND CEMENTED 6 IN. l 0 .f. .; - 97.25 FT. STEEL CASING TO 3.8 3.4d 181% 2.7 -
*EPTH OF 122.6 FT.
o g 182.6 - 123.5 FT. HARD SANDY LIMESTONE! l 2.4 t b 133.5 - 124.8 FT. FINE SANCY Mt.RL 3 g 6.6' g,gl M 4 ,~- . 104.9 - 128 FT. MODERATELY SOFT MARL
= OYSTER $41.L CLAY - BRCKEN ON d -
ge .h: L _*- REMOVAL FROM CORE BARREL 5.2 15m 78% IN .: _. 29 8 5 9.7l 0 g3g {.3 i ? a i e 27.2I O 38 8 %-,
, 5* .'"I
- tes - 109 FT. LI"ESTCNE. NARC. SANOV l ,g O 48 8 g FRACTURED OUE TO CORING AT 108 FT 109 FT 139.8 FT. ANO tra rT.
3.2 1a*127%
- 4, 54 11s1 : _-
Z~ 112 - 112A FT. SANDY LIMESTONE 2.8 1.7
- m ~- ] [!NG FRACTURES AT n1 FT.M 111.6
, 2.8! ;.n t - I
* - A T cmc ar evEFv. cyr supere *MeauoHsITE McLE se, l CJE CATCWEMaDCC IN HLE. PICx!D # Qu 6
[ roLLcwse mies. I SOUT> CAST OF POWER BLOCX ,*00 l l
@ PmlECT Joe adL [94ET aC. W NO.
GEOLOGlC DRILL LOG WOGTLE ELECTRIC OENERATINO PLANT 9518 l 2y 2 qqg g gt S **U 5 resu r5 Si gi
-l l g a seru os.
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-Y LIMESTONE AT U4 FT 114.4 FT 115.5 2.7 FT.116 - 117.2 FT.
5.8 5.f I86% --- 2.9 11 55N - 3.1 8 4g 18 igg ' FRACTURES FROM CORING 118 FT 119 FT. 7 119.3 FT AND 119.4 - 123.2 FT.
~
8 58 18 118.2 FT. - 119.2 FT. LINESTONE N00ULES 2.9 '
-C.
- 8 M W ~ 22*
30 _3J . . 5J 5J 188%_3.8 E 4.6
".. 1. 121.8 - 122.2 FT. LI*CSTONE h ~j."f ~.
123.4 - 123.5 FT. SILTY. H4t0 MARL
- 4.8
- 1. 4 124 - 125.5 FT. LINESTOPE
@ 4.5 Q 5.8 SJ 188%'4.9i 12 5 -'=M-
~
8 58 8 98 ~ s j_ 127J - 128 FT. SR.TY. HARO MARL in 2.9 8 68 8 Q- 128 - 129.7 FT. LIMEY 8 78 8
'r-y 129.7 - 138.8 FT. SOFT PLASTIC . 5.8 5.8 t88%
t.a t.gr-
.p.
t38.s - 132.s rt. Sn.TY MART a- - 132.4 - 137.6 FT. F1RM. SANDY 2.91 T'_q 1.8 . .._-
- ts; 2.7 l .h LDEY AT 133.4 FT 134.5 - 135 FT.
5.8 4.8 96%}1.5. IM ,',] 1.8 8 58 18 88 - l L5 8 137.6 - 142.6 FT. FIRM SILTY 68 18 . 1.4 8 78 i8 :_~- 1.3 5.8 5.4 188% 1.8 I** *' * . ~ . q . . ~ - -" 7 2.51 73.7 ;,; . . 80TTOM OF HC2.E 142.5 FEET
.a POROUS STOPE (CASACRAPCE)P!EZOMETER INST ALLE0 IN MOLE. 0 PEN INTERVAL 133.8 FEET - 148.7 FEET.
] ,
=.4
-i l -
l I
- appeflENT faflE MCovtwv. CaplE SLi'*t'J THRQD 5!Tt M(AE PC.
CGts CATO48t. IIEsignac De MOLE. PICIED I.P ON S(RJTHEAST OF P0wER8 LOCK FCLukte flIJ4. 988 l l i I 1
GE0 LOGIC DRILL LOG WOCTLE ELECTRIC GENERATING PLANT 9518 3 y 2 l 9et stTE ccInese4rts autti ratM *aIZ. KaRDC SE OF POWER BLOCK N 7538 E 18184.5 9e* -- KGun c:prLETED (ptLLER ORLL *thKE ase DGEL etLE RK OWUthEEEle FTJ 84003 f TJ TOTAL DEPTH 6/21/e5 7/7/85 H. COLLINS / LAW ENGINEERING MOBILE 53 9-7/8 IN. 91.62 FT. 37.4 FT. 128.9 FT. c:yut mE::ovetTwT.m crs E aOxEs smetEs EL. tap w caps mouc EL. OEPfWEL.(pt0UC mfd DEPfWEL. TOP & REEM % 33.8/93% 5 228.75 FT. 215.58 FT. 181.57 FT./119.18 FT. (7/16/85) 9LG2/123.96 FT. sapets massee usuguraaLA casas LgyT se McLEacan.40stu Locun sw SEE DBSERvATION WELL EPORT L.R. WEST
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"""C"
.*' ; -l
. 8.8 - 91.52 FT. A ROCKBIT ORILLING l .- . SEE LOG OF -4 WITH REVERT / WATER E . OR!LLING FLU 20.
l y . e 4:. M j .. s . i 5 k..l*. e ..
^%
C' f ' N -
/r I
% N
/
l . ( .
*e - . ,
) .1 -
l 83 8 --'- 9L62 - 128.2 FT. ,*.gL'.,*
, CORE ORILLING WITH 2.5 2.2* 88% l 5.2 f
" BLUE CRAY. S:LTY. CAL.CAREQUS CLAY. FIRM CLEAR WATER AS l . TO MOCERATELY HAA0i LOCAL LIMESTONE DAILLING FLU 10.
9 Ft*3hTONE. uRAT. NARD.
'5 ,
5.5 . s25 - .5.75 FT. SAmv CtAY.CAa Aa-5.8
].. EOL15. HARD.
4.89 *6% , 3 J ,-
.'- . rec '" 95.75 - 99.1 FT. CYSTER SHELLS.
M 2.3
&_O
-g
~
l 5.3 . :- o 99.6 - 198.3 FT. LIMESTONE NODULES.
, 2.9 3.2d118% l 4 g l,,14, .g : SMALL LIMESTONE NODULE AT 100.5 FT. CEMENTED 8 IN.
STEEL CASING TO g p 1se.5 - 1s2.s FT. Ov5fER SWELLS. OEPTH OF ;@2.7 F* y' . Il I
) h_,- LINESTONE N000LE AT 122.5 FT.
b !* OYSTER SHELLS AT 133.3 FT. g 3.2 :.4 47% y 4_; - -- d !I gg5 ', ~[ 105.8 - 136.5 FT. SOFT. PLASTIC.
- 1. l . 88us.5 gg. 125.8 - 105.3 FT. $!LTY l 3.2 4 ~-
F- ~. 187.3 - 127.9 FT. LIMESTONE. SILTY 4.3 4.4 = 1:3% l 2.7 109.9 - 189.6 FT. LIKSTONE NODULES l 5.3 : {2f-iW SHELLS AT 129.6 FT. 2.2 IN' 119.e - 118.35 FT. SILTY LIMESTONE 6 ) L. NODULE AT 118.7. 111.4. 111. 7. 112 .3 - 112.4 3,g . .- LIN STONE 112.9 - 113.2 FT. LIMESTONE 5.8 5J 18e%
.,-,,r TO 114.8 rT. *r-. as c:rt set:vtRv. cese su=to TMscutu SITE pcLE *c.
gay *E'L'EM4XND4 IN P(I,f,, MCKED @ ONl SE OF POWER BLGCX 981 l 1
-- - - - m ,_, - ,
GEOLOGIC DRILL LOG v0cTLE EtECTalc OEwaAu~c nA~T e5i. 2 c, 2 l_,1 g5 hg fE g 3 N kg m es 3 NDie,s se _ y . ri a,ca, w a 5 = E1.gveTIM E DEM3UPT104 ABC C1.ASSFICaflas wrER m C 5
- Eg g I E 8 ommacitn cr g
31 [j! [ r g a ss3 23 E DE= - cauma stc. 4.7 .
-r 4.3 ** -
24 gg[I.5 115.8 - 115.4 FT. LIESTONE NCOULES 28 ' VJ !!5.4 - 117J FT. LIMEY Aro $1LTY g * 'COLLE AT 117J FT. AND 118.6 FT. u 2,6 . -
. 4.0 4.3 100%
g 2.3 .
- a. .
.W
, 6.6 , 4, g, -
m !!M - 129.5 FT. LIMESTONE.HARD.SDLID E 73 , SI:.TY - 121J - 122.2 FT. y 5J 5J test { 8 58 19 d PLASTIC - 122.2 - 123.8 FT. 3 2,h,f $!LTY - 123.5 - 124J FT. 3.2 3"7 8 6e le LIEST04 NODULE AT 124.2 FT. 125 25 HARD SANDY LIMEST084125.8 - 126J FT. 4.8 3.8 *5% 70 " SOFT TO SILTY - 127.8 - 128J FT. as . 3.4 - Q:
- l
; sorTO.4 Or wCLE 12a.s FT.
POROUS ST04 CASAGRAPOE)PIEZDWTER
, INSTALLED IN NOLE.
. OPEN INTERVAL 122.0 - 12&J FT.
4
).
i . W
- apanne , came wco,ggy. c:n vero neouce gTE otg e cant catoon.asutwinc m esaLL P! Cut 3 LP c= SE OF PCwER BLOCS ( *01 i rcLunec sus.
1
v0cu nECTRiC cENE=TtNo aunt Jos seq, 951. 9(ET 4 i i K1E 4 92 GEOLOGIC DRILL LOG l enc EcT Kanx www. arts ancLE raon mm. stTE SE OF POWER BLOCK N 7543.5 E 18118.5 90* -- anngR pu ment see euxst e sut oveew u n trTa nota efa Tota oEPTM maus capetrun MOBILE 53 4-7/8 IN. 91.0 FT. 17.0 FT. 103.3 FT. 6/23/85 7/3/85 M. COLLINS / LAW ENGINEERING caps souts saarus n. rte e casinr, powe EL. OEPfwtt.cnous wrp r4Mwm for or nocu imau com McoveivfT.m 221.11 FT. 215.97 FT. 94.85 FT./126.26 FT.t7/16/05) 91/124.97 15.6/ 95% 2 CAsDG LEFT De MataCIAADCTM Lo0GED SW sserLE nesse sta>T/ FALL SEE OBSERVATION NELL IEPORT L.R. WEST Ma **TD
- g. f, M 31 4 { pgssumE g mits op.
mfp LZvtLs. g 8v!I {w,j a I ftsis z j .Arp =Tv 3;-{ dea *q s arvarn. otscwTma e cLassocAfrm
$ cnamacTu or g
!! @ Q E"' !"$ {g3!"$j e
2 s , , . ,
$ l 8.3 - 91.8 FT.
SEE LOG OF - .' DRILLE0 WITH ROCK BIT AND REVERT / i
- wATEA OR1LL]NG FLUIO.
f . u . E 5%. ' ' i : .
? 7 h ;
~N, l ~
1 99= . 6.7 g- 91.5 - tee.e FT. IsailLa CORE ORILLING WITH CLEAP WATER AS w ,"8 9LUE GRAY. SILTY CALCARE0US CLAY. FIRM TO MODERATELY NARO LOCAL LIMESTONE OR LLfNG FLU 10. 5.8 4" .; NGOULES ANO LENSES.
- C .-
5.3 4.7 94% 12.3
.,a-~'= ,y, 93.4 - MS FT. LIMESTCNE. SAN 0Y.
LEFT i.3 rf. !N HOLE. ?!CKED t;P 3.3 o$. 95.0 - 95.2 FT. CLAYEY. PLASTIC.FEW
. :7- OYSTER SMELLS. ON SECONO TRY.
6.3 .L - 95.2 - 96.5 FT. FIRM. SAN 0Y CLAY WITH W @~. AOUNDANT OYSTER SHELLS. 5 SJ 46.5 - 98.3 FT. MARO. A8UN'; ANT SHELLS. u 3. -%) MIC' t.Y FAACTLPED BY CORING. g u 61 98.7 - tas.: rT. s0rT.PuST::. 2.9 a3x
=, 7.1 %*-- CEMENTED 6 IN.
STEEL CASING 70 d co 11.7 gggh'd4/, . . . 190.8 - 190.3 FT. $!LTY CLAY. OEPTH OF iga,e rt, y l
- 7. PLASTTC 70 182.25.
y- 5.a s.a taox ,3 a 4e is $5=* ts2.25 - te3.s FT. uMESTONE.Sn.tv CtAv. o .i!E=3M 183.2 - 135.3 FT. PLASTIO WITH ABUNOANT e 3.s a Se la 4~- SNELLs. 2.3 185.8 - 185.2 FT. MARD SAN 0Y CL Av. 8 63 la .g5.b ~ . 105.2 - 188J FT. PLAST! w!TH $MELL3. 2.6 l u 3.8 188x 2.s i 9;-E-l
, 3.s l l 137.97 IN '#
1 l
) BOTTOM OF MOLE 136.3 FEET. i 5 POROUS STONE P!E20METEA INSTALLE0 IN
. HCLE. CFEN INTERVAL 101.5 FEET - 108.3
. FEET.
! *arannere com ar=wrev. come same twaacassit inas c
( N m 6 PICRED W' W SE CF P0wCR BLOCK l 932 1
@ reeJtc7 Joe NO. 9EEET 4 HLI ML GEOLOGIC DRILL LOG bOCTLE ELECTRIC GENERATING PLANT 9518 1 cF 4 993 uit casusentts ecLE rum um:2. eEAAM NORTHWEST CF POWER BLOCK N 8488 E 8908 qge erase coorLETED Onamt OnLL mut me eCDEL tere SIZE DetWDEh WTJ EDI FT.NARL TOTat. OEPfw 6/18/85 6/23/85 KEN THAMES / law ENGINEERING FAILING 15G8 9 7/11 IN. 78.8 FT. 55.9 F T. 133 FT. ccat accoevrT./u cont songs mts a tw y cMiss Gnoue L OEPDvtl GA0uc WATER DEN 11 TOP w 400E eunu 56J/10SX 04ARU 8 4 226.73 FT. 215.75 199.51 FT./187.12 FT. t7 G/85) 78 FT./137.75 FT. nassu naseqEn wticHf/Fas.L CAshe LEFT > MLf.a otAA. Derm LOODED eve
.- SEE IESERVATI3e WELL REPmT L.R. WEST /J.C. ! SHAM as a wTER l*,,
= ?. EE
;g I h5 gl NM itzt: ,
g a setts w.re, one tt, cts, is : DESDuPTDs ase cusericArtse =~f 10x w Ejy
= gy 2 .
- ELevetime 5
wrte fETun cunacTta w
$ E 2 $
5 lh E f 7,sn N E%
. eJ - 15J Ft. GMk REVERT MIXED WITH
. SRowN TO YEL. 8R0wN. S!LTY. MEDIUM WATER USEC AS A
. TO COARSE SAND.SUSANGULAR. OR!LLING FLUID IN HAno ORILLING AT G.9 FT. OPPER SANOS.
- uTset00:0 cES-
. 8.8 - 18J FT. HECIUM GRAIN SIZE CRIPTION FRCH 0.3
. TO 35J FT. BASE 3 5 18.8 - 15J Ft. ME0nJM TO COARSE ON WASH CUTTPeGS.
. GRADeEO 9.8 - 12J FT. brown 2 12.2 - 15.3 FT. YELLOW BRCwN
, 1, E
/'. /
15.8 - 23.3 FT. GCh TAN. SANDY CLAr. hE TO MEDIUM h $UBANGIA.AR SANOS. TRACE OF OYSTER u , SHELLS. 5 " ( g : / /: 7 27/i/ e h /' E' f/ i I 23J - 3SJ FT. * (SM4
.f BROWN. Su.TY. .J9 TO COARSE SANO.
SU8 ANGULAR GRAIN % 1% OYSTER SnELLL
):.
3e S-- I' 4 ; 33.3 - rT. 18tgl(SM-SCN T AN. SILTY CLAfE Y $ANO. l
'f
)j. ' j.
LOST LOSX CIRCt?.- ATLION AT 35.3 FT.
*r[ .
3s 1
'appentw? Cat etc3 vow, capt SL: Pats fumastMit mtt sc.
IM g N%"t* ** 15 6
- E8
- 0"l NORTHWEST OF power BLOCK 983
i l
@ pr Al AFT MDfi i i Ap lmoJECT i
Jos 4 l9(ET 4 l 2y4 l l MOLE 4 i UCULUUI Un1LL LUU v0cTLE ELECTRIC CENERAT]NG PLANT 9$up 933 u == f {E r == $ 8@TES Ot lir -
*f *g t
=
_ neveran otscnrips ase cuss!ncArton
====.
me ncrJim, bc* = g 3 El chamacita & I h l}j E* g !"$jl3 E3l CRILLED w!THOUT CIRCULATION 35.9 - 78.s FT. LITHOLOGIC CES-CRIPTIONS ARE BASED ON McLE *195. CONTACTS ARE APPROUMA1E. 4+. :
..ss.
"I 44.5 - 77.3 FT. LI**ESTONEt "P'
" TAN TO CMAN. FassMFERous (C00U:NA).
HARO TO VERY MARO. 504 SUSROUPOCO.
"T FINE TO P(DIUM CRA140 CEMENTED SANO.
*I V
d . 6 l 1 g m _ g . I
- .L t_
~
- I 55- i h .
e *I 1 ' 57.8 - 58.0 FT. GRAY!$H BLPCK NARD 3 N f s a . O *i
= 1 !
$ I j Ge : '6 2;' 62.2 - 82.8 FT. VERY HARD CEMENTED p SANOSTONE LENSE.
N UN0d[d* I"- 3 NYAvtN ss 7, - VERY HARO CEMENTED SANDS INTER 8EDCED wrm s rN.- i n.tures or uo FOSS!LIFEROUS LIMESTONE (SFCLLSL 3
+
i t
. J._, .
73 4 ' 4i 8
- i !
i l l e car M=co.m. can wm -mi
, & l ies a W f *N N 4I* NO W #l PCRTHWEST F POWER BLCCK l t
_y_ -- -..
GE0 LOGIC DRILL LOG l v0GTLE ELECTRIC GENERATING PLANT e518 3 y 4 933 l j isafp qI g5 II ,>! 3 ME888E
- - g,g ga I g ,- g
. resti ,
3
- = erts
.ar m,.L as,
,p* kli k w m El =i j ,
ELearpe a" a 3 OESutpfl04 AM) CWSFICAf!Ou innts mETtam, o,amacru w 1 2 "8 =m g Ps g3 Dg3 -
-w--*
15 137.75 7'8
,*. 7.18 - 133J FT. t998.: CLEAR WATER USED
-* BLUISH GREENISH GRAY. FIR'4 TO MARD. AS OR!LLING FLUID S.8 4.5= 'WZ -
CALCAREQUS CLAY. UNFRACTUREO. SOME FINE IN MARL.
*8 '
SANov CLAY ZONES. LOCAL LIMESTONE
* ~ ._M N00LLES AND LENSES. TRACE OF CAN 5.5 -
-* SROWN ORGANIC MATTER.SOME OYSTER 4,3 d-SELLS 18 ~ 82.5 - 84.5 FT. SOFT. ME0!uM CRAINE0 1~ ~ SANOT CLAT. TRACE OF SKLLS.
I 3.s 3.5 137% 8.s :g 13J ' 85" "'d
'- 8 IN. STEEL CASING 9J " -
85J - 87.7 FT. 5% TO 10% SKLLS. CEMENTED TO A DEPTH OF 85 FT. 20.8 g 3g g
-7 7, ,
Li>ESitpE N00LLES AT 86.8 FT AND 87.78 FT. 5.8 18a 76% ." gu 'g LD9ESTONE LENSES 88.2 - 88.8 FT. g ;-- - 88.8 - as.a rT.1st TO 2s% SHEU.S. 3 9 48 8 q,,, *' 32 ; . o=' 90J - 91.9 FT. SEVERAL LD(STONE g e se 8 .
*. - a rt 7 4J 11e 78% ItJ
_' 9L9 - 94.8 FT. MORE CLAYEY 18% TO 2SX SHELLS. 4.3, - h s -[. .: y 6.8l -..*i '
- 94.8 1.3 l 5* ; A% l .aI *5.4 FT. SANOIER. LESS THAN
$ 7 ** .
5% SHELLS.
;.a j 4.; ' . 4 igg .
95-@N,
$ %4 - *S.7 FT. L1MESTOP E LENSE.
l 5.Si dj %7 - 96.3 FT. SEVERAL lip (STONE y r--- r NcoutES.
= g"aja b- '
5.a 5.a sex,7,g L 8 as 45 8 8 W e-LtwESTcNE LENSES AT *s.t . w.4 ri., 97.9 - 98.25 FT.:49.7 - 199.1 FT.: ANJ 1 J-- 100.5 - 100.6 FT. a'* 33 ; a 55 8 l 7,g icm L1MESTCNE Mm ES AT M7.2 FT.: 9 8 45 8 * - - 97.5 FT4181.1 FT.s 181.3 FT.s 7
, 7jj 8 35 8
$, 181.8 FTa 192.5 FT4182.1 FT.s q ,; 1814 - teli FT.
8.3 ger - 5.8 S.3 100% 7, 3'd
%g f ** - .
~-
t 18.sl o. 14.9l J == ; =AnED CORE 93 5.2 3.2* 64% 8 'O 8 fa ~3- fee.2 b.2
.2 8.a a 59 8 -
- g'3JI 3 61 8 gg **4 ,
!i2J g Sa g ; ,,4 18 8 de 8 :_-};[
3.3 14.t 113%.M [-. I wared CORE SAwaLE l . .. , . . 4
._c Z _
2 iu.7 - in.7 ,T. 2.s l 1H17s%bLa
- rni case autovenv. came sue *co r.coresgTg -
n f.*{ ag CGibt CAT &44. AasiatNied) De MOLL PfCNk0 W CAs NORTMrT.ST OF POWER BLCCK es3 FOLA.0WDub stant.
@ PROJECT JOB N(L $HEET 4 tCLE E GEOLOGIC DRILL LOG YOOTLF ELECTRIC OENER# TING PLANT 9519 4 y 4 903 "I"
9 At g* U 5 cmEssut gg % gE g WTEs Opn
,, g J g 7tsTs , marEA trvtts, w I i it! gX - ELgvarm E W OEsDtPT10m a@ CLASSFICAr10N waTO fETV%
8 Ez g3
= g r" g E5j g3 { 5 Denmac70 &
1 [] E3] 2'8 3"# II8% %8 TEST) 9 l ~-' LIMEST0fC N00LLES AT 194.9 FT.s 105.7 FT.s l 18G.9 - 199.2 FT. ASUNDANT LIMEST0f( l - [88 9 45 8 N00ULIS (2872. 9 55 8 196.8 - u6.8 FT. LESS THAN 5% SHELLS. 0# I"5 0 66 8 LD(store NODULES AT 199.5 - 189.9 FT.: 2 - - -- us.s - tu.t rT.. su.8 - u2.i aT., 58 e 5s s -.-- it2.s - it2.7 rf.e uaJ - its.5 FT.: y ] - AND 114.7 - 115.8 F T. 9 45 8 - 6A -
't
" ~"
y us.s - 133.s rT. HaRo CALCARE0uS z0NE
~
6_-' ygxEDCORESAMPLE 18 5.8 188%~2J 12S.4 - 129.4 FT. a '- 500 CRAMS IN w -
'-1 5 GLASS JAR 3.8 -
.w $AMPt.E +4 FROM
, 3.3 125-L- 131 FT.
g -
-. DEEP CouCES O/2
. l3Jl
- 43 g IN.3 CAUSED B7 ThE g CORE CATCHER FRQM 4Jl ~~ -
58 8 . 121.0 - 131.2 FT. g 5J SJ 100% g,g .-
, - G8 8 _-
- 1.5 -
c - 58 3 g_ ui L5 " ' ~ 48 8 - 2J -
-R 2.8 2J 13 8%
~_
2 81 # 62.'"3 BOTTOM OF HOLE 13';.J FEET.
" POROUS store P!E20 METER PLACEO TO A !' OEPTH OF 131 FEET. SEE OBSERVAf fCN
- WELL REPORT. CPEN INTERVAL FROM 133 FEET 70127 FEET.
I . t ). W 9 4 m
- me come evenv. cwe pero nono LTg MLE4L cpE cafoest utmapec De eaL *10tE0 # Da NORTl* WEST OF POWER BLOCK M3 P0uowse sue.
GE0 LOGIC DRIE LOG v0cTtE EtECTRrC cENERATrNo ,LANT ,51. i , 3 ,0 i srTE Comethnfts amas mm eatI2. ar.mus i NW 0F POWER BLOCK N 8465 E 8908 90* -- ESAs CD FLETED GULLER pt1LL setKI age f(IEL ><LE SIZE OwUtstR oe FTJ succx FYJ" YO7aL DEPYN 7/2/85 7/9/85 K. THAMES / LAW ENGINEERS.E FAILING 1500 9-7/8 IN. 78.8 FT. qYN. 88.0 FT. CCE RECDwUtYFtM COE scaEs GRESC EL. OEPTWEGIOlse uaTER (EPTWEL. TOP OF ROCX EMaRu Smrtis lEL.fDP W CASE 9.2/188% 0*ARL) 2 8 l 215.75 FT. - 78.8 FT./136.95 FT. smetz e maa u. Case tzr a eto0wtzmin innam ev. SEE OBSERVATION WELL RF/CRT J.C. ISHAM j g warra f5 g- j g Ytsis $ DCTES ON: gj z a artR trvo L
- *:g g -
an.r. :: Ocscner. C consricAn= ortR nm. 3 W gg j 3 5 CMameCTEA &
$ h r j la)4 l3 pg Gatus.ste.
. el SJ - 5.8 FT. SeggL (SMk WATER MIYED WITH REVERT USED AS A RED. SILTY. SUBROL70ED. FINE GRADED SANO (SM). DR!LLING MUD FROM 0.3 - 88.0 FT.
5 5.8 - 15.8 FT. SN[1 (SMk
. TAN. SILTY. SUBROLACEO. FINE TO MEDIUM q- GRAINED SAND (SM).
1. LITHOLOGIC CES-CRIPTLCN FRCM
. 3.9 - 77.8 FT.
. BASED ON WASM 19- - S A**L E S-3 : .
e x . 8
.t s y -
f 15 2 :
. y 'j' Q 4 ' .
15.3 - 35.5 FT. Qv (SCh a ' TAN. SANCY CLAv. >UBROUND MEO!Una TO in
, /< CDAR"4 GRAINED SANOS.
N i- 4 [/ i 29- / Ie w , , , .7
. f *.-r/ ^l *
-? ?/.
;/;
l '7
/
I A-l/ / i/'
*aP'888fV? CDT N. CD'E SUPPED Twa0UCH SITE enig pe, I4 6 'N # 3 l NW OF POWER BLCCX 404
, GEOLOGIC DRILL LOG "8
l ,0cTtt ELEC C CE,,RATO. mT l.,S.. , 23 l4 Hg gt" S g5 lia Ug' gR
& NJREE g ag;tg3 se gg g itsis s
.arta trvcts, c Wj g fg - ngvaraus E DEscmPTm aso ri a M5pfp ofEn <ETtmpo Ez
,i$ =*
f g $ 5 CWTER OF hh E g j{h 3l
- h 35.5 0 46.s FT. (SMh L TAN. SILTY. F u MEDIUM.SOPC COARSE GRAINED SAND: TRACE OF SELLS.
. -.' J.t
! 3 , h-J. : t j ...It.
48- t T. [d 2
~i:t t
".14.F i -
iP I
". I') .
j . . 45-46.8 - 78.8 FT. LLWETOM'r
~ TAN TO CREAM.FCsalLIFEROUS LCOGUINA).
"_ NARO TO VERY HA90.SOME SUBROUG FINE TO MEDIUM GRAINED CE4hTED SAPO.
+
M i s e g _ . y -w
! b
- -t::=:
4 k ID C
. -=:=0 2, "O r -
w "EO: :
"t:==I h VERY HARO.CE M NTED CALCAREOUS OR LL CHATTER SApCSTONE FROM 62.9 - 78.8 FT. 62.0 - 78.8 #T.
44 VERY HARD ORILLD4G. t n 6s-LOST ALL CIRCU-LATION FROM 67.3
- 88.3 FT. EXTREMELY
. HARO ORILLING
. 70.0 - 7L2 FT.
. SCFT ZONE
.> 71.3 - 71.3 FT.
. 75 %
_W
> .~
! "IO""O i
- apawer. came ascaven. come s.imo neourM sng i ett e NV (# power BLOCX 44 cut cafoest Fe.towse russ. nemawisc ps McLE. MCaED LP cml' }'
@ " " % TLE EtEc1R1C cE,,,AT1
== i=r- m.
GEOLOGIC DRILL LOG ,, ,T 9519 l 3 or 3 l 0g4 da w i unna t5 M DE gE 5 m a <= e'i Eg 23E 5h r
~
'rsts EDatum E DEscuPT O e w r ara ma4R Lavns, wAttn strum Ua f,iz ,,
r a omacta tr j5 e,3 g-rw it w j$ e 1 83 4 y ' ' * , { *- l4
# "I3:g x
ona.Las. tic. t
.m p_ -w 2.8 J.4 29% N'# G 78.6 - 78.8 FT. VERY HARO LIMSTONE
[ [
- LENSE.
l37.8 - 1 13495
$ a ie-z .,
CI M ag 78.8 - 88.8 FT. 21efh.s 8LUE ORAY. SILT Y CALCARE0US CLAY. FIRM STEEL CASING TO 4. DEPTH OF 88.3 rT.
"W 16J .
- J 2 . - T MCCERATELY HARO.LIMESTOPE NllDULES CASING SEPARATED 4.7 44 9s% -* ;.
.'.- MPC LENSES. AT A DEPTH OF $5 18.8 78J FT.CAUS:NG 1A 78.8 - 79.8 FT. TAN. $!LTY CALCAREOUS HOLE TO 8E ABAN- "Ig - 'o CLAY.HARD.UPFRACTI.F?ED. TRACE OF DARK 00NEO.
6.8 !
....,,. BROWN ORGANICS. GROUTED INSCE ANO ci ,
OUTSIDE OF CASING d '3
%- 79.8 - 88.8 FT. CREENISH BLUISH CRAY. TO GROUND SURFACE g l 85 -
- CN 7/9/63.
y-4J 4.2.! :185% u . ..a. SL8 - 82.8 FT. SEVERAL 1/4-D4.CIAMETER INJECTED 2A CU rT.
.y- PYRITE CRYSTALS. OF 1:1 CEMENT /
c 48 -
- "r WATER CROUT. SEE d - ~_
. 83.2 - 84.4 FT.18% SHELLS. GEOLOGIC LCC 9048
-g- FOR CONTINUATION.
lSJ : r.?e _
. BOTTOM OF HOLE 66.8 FEET.
90-
. HQ.E CROUTED.
S e 4 m 4 i. 4 W G e 1
. ]
e M e es e H G 4 e 6 m M 4 6 e a 4 I I 53 4 l ** E
- EI'cEoEacEtEhT FOLLOW 2C sue, U Q3' @g NW GF POWER BLOCK l
964
@ P4tWECT JOB 4 se(ET 4 MR.I e GEOLOGIC DRILL LOG V0GTLE ELECTRIC GENERATING PLANT 9518 1 or ! 9844 stTE commseafEs acts rm> Mm2. eowtps NW OF POWER BLOCK N 8465 E 8890 90* --
MMM CCpe%ETQ (MILLDI ORR.L pumE me n(IIEL Mm.E SIZE OWtliOLfMN tFTJ n0Dr FfJ TQTat NPfM 7/1J/85 7/13/85 H. COLLINS / law ENGINEERING MOBILE 53 9-7/8 IN. 15.9 FT. l 15.2 FT. cons arccvtav Ft./n cut sexu smetts EL.Ty y came cnoum EL. OLPTM/tt,cnDLee wafUt DEPN/EL. fr CF ROCX 94RJ 225.75 F.T sasetz neemt naNTamu. cAsaNo LaT > patzsc1AADCTM LacoED svi NONE J.C. I5 HAM
# mm a
I m ssuaE etEs ose t5 g
- !g (a g ftsis , s w wrgn ms, w R 'E $
gLgvef1cm E DEsOtFT10N me CLAtsF:CAf!ON wnTEn PETu% 5 cManacTtn y l} 5 "
$$ $ w g Y h$' h'yI' Y 6
$33 0 L
E@g E m gic, i ' ]I~i
,?
s.s - 5.3 FT. SetC ($Mh RED. SILTY, SUBROLfCED. FINE GRAINED. WATER M!xEC w!TH REVERT USED AS A ORILLING MUO. 2 e. m . i J 5 '1 F. 5.8 - 15.8 FT. Satd1 (SMk W TAN. SILTY.SUBROUNCED. FINE TO MEDIUM
@ .q. GRAINE0.
E 1...
?
Id - ENCOUNTEREC SEVER O' . ... L!NE AT a DEPTH
. OF 15.0 n. MOLE a8AN00NED. MOVED "f , , 5.0 FT. WEST ANO
. * :; STARTED HOLE 9048.
. n' - SEE 9048 FOR CON-
. , . TINUATION.
i 6 . [ BOTTOM OF HOLE 15.0 FEET. 1 HOLE GROUTED M i 1
*1 4
l 1 l . J l I . l . r *
-T coac ecoev. cree sume r,ruw szit C:M CATCMA ntualmpeG IN PCLE. PicMED y CN NW Cf PQygg g(QgK &s m.
g qg44 F3.LDwpC ALMS. *
! GEOLOGIC ORILL LOG vocTtE EtECTRic cE~ERATINo aLaNT Si. 1 o, 2 , ..a strE comesmrts out mm a aves NW OF POWER BLOCK N 8464 E 8885 as* -
begun CD@MTE ORRER Oth Mm1 m0 6 6 $UE~0VEMaumCEN FTJ mr.a a ~YOT E DEPTM l 7/18/85 7/14/85 H. C3. LINS / LAW ENGINEER!NC MOBt E 53 9-7/8 DL 76.5 FT. 29.2 FT. a6.7 FT. g COE rec::WERYtFT.rD CIM goxES Smeus D TF F cAEpc GR b e Q OEPTWELCRCUO v4TER 2PTWC TCP 7 Rutz ewo
. 14.7/198% (MARL) 3 5 - 215,75 FT. 93.8 FT./122.43 FT.(7/16/80 76/5 FT./139.25 FT.
1 i smett mme e 4 xHTaaLL casas LEFT se nataowLt>cTw Loc:;En m SEE 08SERVATION WELL REPORf J.C. ISHAM Na $ um g5 3l2 lE I ,, 3 PRESSK g wits me W
- gjg i$ wa g TESTS z a m7En LgyELs.
p mN d - E oEscarrion ao cussr.cArm Sz wi- " g j 2 atum. : 8 3 mTEn aETum. cnamacTEn w h" E 5 2h t f l l l OJ - SJ FT. 3dtil (SMk TRICONE DRILLIM
. RED. USING WATER M!XE0
( . w1TH REVERT AS a CRILLING FLU!O ( . FROM 0.0 - 85.3 FT. 1 5.8 - 1LS FT. 38tgl (SMb 5- I AN* 3 2 15.8 - 35.5 FT. M (Sch T E SANDY d ' NN.' . 35.5 - 46.3 FT. Setd2 (SMk TAN.
#[~
j 65- ...;g s 46.s - 76.5 rf. t ww. TAN.FOSSILIFERous acoau1NAL y . .
'.r~
7 -. . . -
. 67J FT. LOST
- f. , '.' 62.s - 76.5 FT. CE* ENTE 0 CALCAREQUS CIRCULATION. VERY SAPOSTONE.VERY HARD. MARO CR!LLING.
l 2.3 l t".'.,. 4 C ia.2
'l 70- h 69.5 - 70.3 FT. VERY MAR 3 LIMESTONE LENSE.
g 5.3 2.4 48% {2.2 2 9 l 2.3 l 1:2
#. d.W.;
d l 6.2 l - E '2" t i 34 ,gi 74.5 - 75.8 FT. TAN SILTST0rE LENSE.
$ 1.5 LalE7% - MARD.
w 75-'- g te.s - l, w ' q 4,3 139.25 4.5 3.2 71% 5.75 r- 76.5 - 96.0 FT. MARL: J. 5:LTY. CALCAREcus CL AY. HARD. UNFRAC-q q 'f - TUREC.SOME WHITE SHELLS.
) O- 76.5 - 78.8 FT. TR If 78.8 - 96.7 FT. GREENISH.8LUISH GRAY.
$ 2 -
~ CE4NTED 6 lN.
co STEEL CASING 70 s*8 '
). - A OEPTH CF 8L2 FT q., %
f .- WA'TER USEO AS A
' ORILLING FLU!O 85 * -] FROM 85.0 - 96.7 F T.
5.9 l 0 38 8 l
,g l
- 3.8 l 0 40 8
;~~y 87.6 - 88.*a r'. LIMESTONE N00VLE.
I i5 5.2 3.6* 72% 5.6 0 50 8 -' 0 l c :d ( ,d 3.8 3 48 8 - w w . t - .,- 2.3 l 3 30 8l - -:
*N cow aE:cvEnv. car st:Pe r ' SITE tm mi.
l C g3ETCy.aE*'ec in e etcxc ur :n NW OF POWER BLOCK l 9048 r __ l
l l GEOLOGIC DRILL LOG vocTu Eue1Ric cE~E=ri~c -r 9sm 2 - 2 ,.4e
! um g!E i mW ga g!E g; W 5 PatssunE g Norts on g g'r 83 g m is , mita avo.s. ! . "'8 5 gg **
agwin> E a ouowTlon duc CLae5FICAf13e tsATER 8ETUEM. j s ga g I chanactEn & i gl 3 5 g - $3 $5 Iks N EIC* t 3 g* [' 3.3 4.4 147% 4.4 -
"M
[ M - M M. NN NL MART, SAMPLgs. 4,7 *1 92.3 UAR) w g 2.3 , {. ] *2 92.3 - 93.3
- v. 7 --" :_
3 ,4 u.R> Cl -
.- 94.7 - 95.5 F1. LINESTONE N00LLE.
~
** 9'*7 UA"3 j 3.7 3.7 l
100% 5.2 og
.s 9s.s uaR q y -
S 119.85 - -- [ 00TTOM OF HOLE 96.7 FEET. l ~ POROUS ST0T P!E20 METER PLACED TO A
" NPTN & 94.7 FEET. OPEN [NTERVAL FROM 98.4 FEET TO 96.7 FEET.
4 M W l 9 W r t . l I
~ ' ~ ~ ~ ~
- m. c csu accenny. cau sumo re uTE Mod ML cost carwn.nsessuruc IN MOLE. *Icxt3 uP cm NW OF POWER Block #948 vtLLowns nnne.
GEOLOGIC DRILL LOG VOCTIE ELECTRIC GENERATING PLANT
~
951g g op 4 9g5 stTE ccamennfEs mua2 rntM PGt:2. SEM!NG Nw 0F power BLOCK N 8450 E 890s qe* ._ acus CDrLETED ORRWt C1981 pumE 40 DGEL #GLE SIZE OttmoupmEm afJ mp J 70Tm. OEPTM 6/23/85 7/9/85 H. COLLINS / LAW ENGDEERING FAILING 1500 9-7/8 IN, 77.3 TT. 38.7 FT. 116.8 FT. c3E RcovEmitt.rz coast acms smeus EL.TCP CP CAS!Nr, ORtuG EL. OEPTwEL.QROLpc WATER DEPfwEL. TCP OF ROCK 04AAU 37.6/96% 5 8 -- 215.75 FT. Iss.21 FT./118.5 FT.47/16/85) 77.3 FT./138.45 FT. smscLE napsen va>ff,vaLL cAsse LIFT as noLEsosa./ toc 7m i nnrrn svi SEE OBSERVATION WELL REPCRT J.C. ISMAP' dE r5 a,e Et,e [, l ** M mussusu o ,e:Es o. llgu } wa [ tests g 5 , ag, l . naveTIDM e. OE30tPTEM ase CueSFICATION ! d 5 J@ 15 yg ] B WATER MTA c>anacTER ar 4 h I j $k jl f., 21175
" EI'
~
SJ = 5.8 FT. 3Alg1 (SMk WATER MIXED KITH > . RED. SILTY. SLSR0t#CCD. FINE CRAINED. REVERT USED AS A
. OR!LLING FLUID
- : 'l FROM 02 - 77.0
. FT.
218.75 5
. 5.8 - 15.s FT. N (SMb
. > TAN $1LTY, uuPOED. FINE TO CIUM
- q. , GRAINE0.
1.
. . I. ,l 13 -
P.?
. y.
1.* m ,". ,y *... a . .- W 296.75 15 2 / L!TMRCCIC DES-f y 15.8 - 38.2 FT. Av (SO: CR:PTION FROM 0.0 m y
.4./ /-/ '. TAN. SANDY.S - CEO MEO UM SAND TO 77.2 FT. BASE 3
. , GRAINS. ON WASH SAMPLES.
$ =
~
//
i - t /
~
[ 2s j// *
./ /,
e
),,
y / / 25-/,,/ 9
.//
Af ' / l//
.///
./ / ,In' 185.75 3e .
32.0 - 44.5 FT. SAND (SMh
,. TAN. SILTY, SUS 840VPCEO FINE TO MCIUM
., GRAINEC.
,l.j.
YNYe M bM T NE M N M*M Ik *CLE. N NW CF POWER BLOCK f $$ DC,'NFS
@ M_
vocitE etEcfmc coEMaTINo et-T a.5 GEOLOGIC DRILL LOG ,si. 2 or 4 m, .. s -1. g3 )E HE It' E MEsstsE g wrts one
- gg b SE g itsrs ,
w k
.nrp orvcLs.
Warp fETumN. 5 $! yI sitveram E id OEst3FY112 me CLAEF: CAY 10N w 5 = j ** a 3 chanacita cF Il Q [j{ g *a y r g $8$ g3 53!
,1 ' ' t.
m P-
..s ,' .
46- .'.
#e 4l,I' l 171.25 44.5 - 61.3 FT.
45 ~- 44.5 - 77.3 FT. UNEt h Es FLUID LOSS APPROX. l "W TAN TO CREAM.F0551;.IFEROUS (C00Ul%A3 LMATELY 5 GAL./FT.
"* MafW 70 WERY HARD. SOME SUSROUPOEC. OF OR1LL ADVANCE-FDE TO PE0!UM QRAINED CEMENTED SADO. MENT.
-M
.~
=
- d:t:
e W .g g -m ! M f 3l :7 f _~
-W 57.8 - 58.8 FT. GRAY!$H BLACK MARD
- SHALE.
- =e c
-~
! a,; -
- ~
~
62.2 - 42.8 FT. VERY HARD CEMENTED 1 HOUR ORILLING l*, SApCSTO.4 LENSE. TIME FOR SANO-t *. STONZ LENSE. C 62.8 - 77.3 FT. INTERSECOED LIMESTONE Apo SA40 STONE: 1 - 3 [N. LAYERS OF 61.0 - 7'J FT.
,u VERY HARC CEMENTED SANDS INTER 8EDOED FLU 10 LOSS APadCi-w!TH 6 IN. - I FT. LAYERS OF MARD IMATELY 10 CAL./ri, 65 CF ORILL ADVANCE-FOSSILIFEROUS LIMESTONE ISHELLS).
~ MENT.
m C M
-w 79- H
-~
t lC LOST ALL CIRCU-LATION AT 72.5 FT. l -~
- a=amr%r cent arcovere. come sum m stig ,ncLE pc.
est caroan.sumanec ce nats. Ptexts up on NW OF POwCR BLOCK 1 995 FcLJwuc sue. e
m, ,
/
O _. T. - , . GEOLOGIC DRILL LOG l_,vocitE EtEC1me cE*R.TrNo ,L-T
,52. l 3 ,4 9ee g g une g5 -5 g.' W N 83 3 w setts et g itsis , .am unas.
5lg ~
- g g h
EN [i g r'
.t Ps = =-
g j! D3
~~
USED WATER AS "O
'~ DRILLING FLUID FROM 77.8 - 116.2 gg 138.45 ."T F T.
*. 77.3 - !!G.8 FT. Is4GLs SJ * -
SILTY CA. CARE 0uS CLAY. HARD. UNFRAC-5., 4., ,x : T m TRACE or oaRx eRoWN oRcAN:Cs.
, g f ". 77.3 - 78.3 FT. T AN.
t
, ,, 78.3 - 11La FT. GREENISH BLu!SH CRAY.
, p, {- 82.5 - 84.8 FT.18% SDELLS.
7' ' ~.~. 84.8 - 96.5 FT. INTER 9[00ED SILTY 5.3 4.4 88%
' --7 CALCAREQUS CLAY AND SILTY SAN 0f CAL-3J CAREQUS CLAY.
85 - - i u . { 3J 5'* : a. 4 " '- 9 1.5 f 1.2 f Sex LJ ,
" - 88.5 - 91.15 FT.18% SFELLS.
6 IN. STEEL CASINC CEMENTED IN PLACE
,= _i., . 3. 8 : 1- gf g"N oF q 1.s . . ,.-
_i SA,,,LE ., SJ 4.3* 86% 3.7 - e se 8 -
~
"- 91.15 - 91.5 FT. LMSTONE LENSE. 91.65 - 92.8 FT.
4.8 e 43 8 . 9 f4 FT. SEVERAL LMSTONE 2.1 0 38 8 ; . ' *f g4 93.9 FT.18% SHERS. 12.7
-C!
g .
. 4J 4.7 u8% 2A 96 _,,; 95.8 - %3 FT. LIMESTONE LENSE.
b
'8 3,3 M .- -
SAMPLE *2
*hs.7 - 97.5 FT.
"." 97.5 - 98.2 FT. LMSTONE LENSE.
**8 98.8 - 183.8 FT. SEVERAL LIMESTONE
$ 15 4e-- N00ULES.
SAMPLE '3 SJ 4.3= 86% ] f.
$ gg, " 99.5
- T. (JAR)
.g-17 -
2.5 l 2.3 4J 4.74 !!84 8 s 9 4e 58 8 8 7* 4-183.8 - 1s5.s FT. CLAYEY. { 2.3 8 68 8 EY~ * --
-rr 135.6 - 112J FT. SEVERAL LMSTONE
' 3,7 l g $g g [ -
NOCULES. $ AMPLE #4
. _ 186.5 F T. I.' AR) 3.8 0 48 8 4'- 34gp.g .5 4.2
), 187.5 - 108.4 FT.
5.8 4.6a 92% 3.3 O 4.3 gig- .,* 4J . l17 2 ~,"
' 2.9
- SArett .s 4.5 4.9a 199% -
113.3 rT.tJAm 2., :Pi - U A Se pt.E #8 114.9 - 115.0 FT.
* ***efuser cast setovenv. rout surato nme SItt eas .
CollE Os sEmapseC De 4L PICNt3 LP C;8 NW CF POWER BLOCK r.ies
-GD 3 l ', ;)-
L.
- imurcT an a wrv a e=
GEOLOGIC DRILL LOG l V0GTLE ELECTRIC MPsERATTleG FtANT *Ste 4 y 4 995 efta g5 I gE
- 3 W wits me g . g its?S ' , s mTu Lasts G g{ = ELDef3DM hl DESCEPfann ABC CueBFDf10e tan'IR RETU%
iiI W{ E a w g g m a Dennac7p & j I'0l
~
! [I ** g !"$ l3 " ' ' ' '
M (l4.5 4 9191E g -5 tE'pt, dAp3
", BOTTOM OF MOLE 118J FET.
POROUS STOBE PIEZ0 PETER Pt. ACED TO 4 MPTM F 114.8 FELT. OPEN INTERVAL, [ FROM 189.8 FEET - 116.8 FEET. I i I . t i l
~
k f E t I - t . ! =
~
l - t I 4 i . i :
=
a i
.d mi
~
g
+ asemat=t cou weowme. nye sumo naam sig noLs <a cant caroeit usanosuc > ucLI. Picato up on NW 0F POWER BLOCK wa3 m smes
@ Ps&'ECT '.'Cd 4 sMEET 4 W4 GE0 LOGIC DRILL LOG v0GTLE ELECTRIC GENERATING PLANT 9518 1 y 1 888 517t coscennits 1 act Fat > Mimu etAAltc SWITCH YARD N 9625 E 9300 eg* .. EGLM CDeLETED OnR. LEA DIL.L mas 4 ase 8CDEL *(LE SIR, (MPRMEM 97J nats aTJ Tuf at CEPrw 5/27/85 5/28/85 KEN THAPES/ LAW ENGINEERING FAILING 1500 6-7/8 IN. 66.3 F T. 1 . C8LO FT. Coat nr.MRYFT./D csu somas smartas EL. rop a casins onaue gL. oEPTwst.cnouc witn agerygt top y moui s=e.v
- -- - 216.49 FT. 297J FT. 57.16 FT./159.24 FT. lT/16/853 66.3 FT./14a.7 FT.
~~
Eu Massen wit >T/ FALL Casles LIFr De MILEaCE.AENCTM annun gy,
- SEE OSSERVAv!ON WELL REPORT L.A. WEST g y, wa LE 31 E l witR P'ESSWE g N3tts me gg gJ a; g itsis , a witp trvtts.
g 3 3:"I wz wi 1l g g g C ELzwaruk Otsc:uPT10ri anc CLAS$3F3 ATIon ufD AET1Ap6 cmwincTER OF
$ [$, h E j j3 , . , .
~
S.8 - 5 8 FT. st' TV EAY: LOG FROM OITCH r brown APC RED 3:t SMALL CRAVEL. BLACK. SAMPLES ORILLED
// wirH E-2 MUC.
COMPLETED AS CB-
.// SERVAT 10N wELL.
2se .
/ 5.8 - 15.3 FT. SILTY CL AYs RED. TRACE BRawNi G 5AtC. FINE GRAINED, 4-IN. PVC CASING AND SCREEN.
l It v a .
.j.-
15.3 - 29.8 FT. s TV SA#n
. 7 AN FINE CRAIPC. ur4 LMSTONE. WHITE.
. WEATHERE0.
2" 20.8 - 28.8 FT. : T AN. PLASTIC. ItF" YSTER SHELLS. 25.8 FT. INCREASE IN OYSTER SHELLS.
)
E lae
// $ . , .j ,. 28.8 - 3".4 7 7. SetaC c: 33 ',,," FINE GRAINED. 4d - 58% OYSTER SHELLS.
- .u 5
w.. . g W/ ' 3%.3 - 3Es FT. CLAI2
- N m_AsT10. TAN.SANOVr39% OYSTER $s. ELLS.
E-b(**f, - 36.s - 4s.a rT. msTFR w
- s.
- 4ggJ.s %- TRACE CLAv. T AN. SHELLS CAv LNG FROM 48.8 - 42.3 FT.
J.' A [45.3 - 46.8 F T. si T V SAND,
'-'i!I TAN TO BRCwN.Or$IER S* ELLS WACu Aacyrt
!$3 . -'.-
.) 46.9 - Sg.3 FT. ,ggf.; e SILTY - CECREASE IN Ov$TER S* ELLS.
55 [ '. 58.9 - 68.3 FT. SATY FINE GRA 31% OYSTER SHELLS.
$f," , ,.
4.:r 58.5 FT. $1LT, TAN 60 ' . I'7f',- G2.0 - M.3 FT. SS_'v sance
. BROWN w!TH BLACK SPE35.197. CTSTER 1, . SHELLS.
esSERvAftCN ELL i4a.7 Igs h; 2
- m.2 n.- se.a ,1 ma, caEEn.CAtcAatous ctAv.r:Rw.
JNSiAggn
@gn an , rT.
E l l l } { l l l 1 80710M QF HCLE 68.0 FEET. 1 amarmt ese srecev. cme suem twou s;tt i.us 4 gy*gEa*** La 'cLE. FOIS
- O'l SWITCH TARO
{ 828
a @ "*"ScitE EtECTRrc cENERATtNo ,L- "J. "" ? 2 '"' 8,1 l GEOLOGIC DRILL LOG
; SITE cotposenfts asscLI nt> 60RU. BOAING j NW OF POWER BLOCK N 8328 E7860 *e* --
~
3ELLas C39tETED ORAL pengg isc p(IEL pqLE SUE ovpleLf00s WTJ ROCm #TJ TOTat. CEPTw
, {tyt!LLER 5/24/85 5/26/85 l KEN THOMAS / LAW ENGINEERING Fi.! LING 1538 7-7/8 IN. 89.0 FT. LO FT. 90.0 FT.
,i
' DEPTWL Top ty noCx ipunu COE RECDVERTFT./D cope 80xEs lasrLES L TOP QF CA6pG CA0 Lac L El'TWTL.310L80 weTED
! -- -- -- 225.25 FT. 222.8 FT. 72.51 FT./152.74 FT.(7/16/85) 89.8 FT./133.8 FT.
I EssEPLE nassept isuceff/ Fat.L CAG3ei LFT ps MOLES DIA/LE41TH a marn gy, i
** SEE 00SERVATICre WELL fEPCRT L.R. WEST Ma ut r "., EE Y E I j **Tt PEss"um a lefts on w ,.
O, {g C,I a g TESTS , .* DESCRFTION 8s0 CLARS1FICAT10pe unTEn MS. uAmt RE'U% w d,w Ey 1l ELEv&TlDN E r wi "* j S 5 CnssancTER OF I
$ , a O h
- s e - , , , ,
i M.* ~ . . s.s - v:.s FT. i CRILLING WITH S!LT). vERY GRAINED. RED REVERT / WATER
; ./ : CRILLING FLUID.
e 5.8 - 7.8 FT. CHANGE TO TAN. INCREASE 44 f, . . IN SILT. 4 :s . v. 10 I ,.. T l 18.8 = 29.9 FT. SILTY SANO:
)
FIPC CRAINED. REw.
.y .
i f : l 28 :.;I
- 290 . ; 28.0 - 37.8 FT.
3,f .' SILTY. MEDIUM iNED.00 ART 2. TAN.
$ 2 l 25.8 FT. PEDILP1 TO CDARSE GRAIMD.
g ~ 3: *,, , HARO ZONE AT 26.5 FT.
! = t. .
N *1 : ** Y .* , C 1:, . 3
- 4. , .
I I,e ... 25.8 FT. TRACE LIMESTONE. WITE ANO 3 s 4;, . 8 LACK. ,
'l* f / '/ 37.3 - 48.3 F T. GRAvEu W4TER LEVEL ON
- M SMALL. suSRoL#CC'31AR T2. LIMESTCNE.
WHIT E APO RL ACK. 4M CL Af I A80-5/25 - 38.2 F T. gg . V /a.s ggg 48.9 - 55.8 FT. 3 PLASTIC. TAN. 5% GRAVEL. SMALL. SU8-ROUNCEO. 00ARTZ AND L!P(STONE. 50
*l 55.3 - 68.9 FT. '_AM? N A?n a .
BROWN. SAND IS FINE GHAlt<D. QUARTZ WITH 3 - 5% LIMESTONE. WHITE. gg r / HARD CRILLING. 162 63.8 - 77.2 Ff. *** Tv SAe -
.( OUARTZ. FNE CRalNED. SWPOUNDED. TRACE LIMESTONE. WITE.
. 4. .
1 M* i - e:re weaven. Car sLe Twotr, s:TE t ous ,c gcA40y,*0*uee in puz. runs w O' NW CF POWER BLOCK 339 l
l e GEOLOGIC DRILL LOG Wa g 2 29 v0cTLE EucTaic -Ti-T
,si.
I_2 , I
! r5 he g[4 5 m g worts on
- - gj d E g itsrs , . w era Lgvrts.
.5a z E
.j 5
( O ELgvarten E otsatytime me cutssFication ware stun cHamacita 7 g 111
)
i t m x . 8 190% WATER t,,0SS t 77.2 - 89.8 FT. LIMESTMEi AT 77.8 FT. M
$ 88"h "
40% WATER RETURN AT 88.9 FT. t -'T
. . t
~ . 1
~
S I IM e_.- ns - 9a.a F T. MM e IE8 9_j C DPLETED AS CB-1 SERVATION WELL.
. 90TTOM OF M1.E 98.8 FEET. WATER TABLE
. AQU!FER.
~
OPEN INTERVAL 69.35 TO 90.3 FT. W 1 M 4 3 4 3
.is i.
4 4 j . i -
' 4 l 1
- apeanrwr est w:cven. com supero srrt *0L1 _
. cent categn.aEMADWC !N McLE. PTCNED LP cm NW OF POWER BLCCK Fou.ovec nue. 809 l
. i l i l l I t i L
@ P4L'ECT
,QB NQ, 9([T % W4 GEOLOGIC ORILL LOG VOCTLE ELECTRIC GENERATING PLANT WB 3 y g LT 18 st;E CoomaanrEs ascot num um:z. stutus NGtTNWEST OF UNIT 2 TlfteDC N 8386 E 9384 gg*
KGL3e CDet.ETG 3 TILLER Gtt,L seest ase MIIEL MILE SUE OVEnsus0Ds #7J fuu[x eTJ Tota. OEPin 7/5/85 7/5/85 M. COLLINS / law ENGINEERING MOBILE 53 5-7/8 IN. 83.3 FT. 1.35 FT. 84.65 FT. CGit atCovettet./n c:m eOnts smet.as o f aP y casine on0L30 L CEPfwEL.@0Ls0 MATER DEPDVL I'9 & AOCX etWU 225.47 FT. 223.18 FT. 68.3 FT./155JG FT.(7/16/853 83.3 FT./129.88 FT. sesekt nesse wxMT/Fau. CAseG LEFT IN MGLEsOLULDCTM i nonm gy,
- SEE OBSERVATION WELL RECORD L.R. WEST i we g onTEm E ". Mg
- - jg f A I 1
NSM tests 3 g Noits Go rn te m .
- A Ey w x *1 I
=I
- c.EvarinN s W DUCRPT10m ase CLA$$FICAT10m varER Arfue6 j I O Ef cuencfEn CF i
$ h j f! " 'IC'
# [- 9.8 - 84.65 FT. wur" t 2 OR!LLED TO REPLACE
- ;, , SAPO. RED brown. SILGMTLY SILTY TO HOLE LT-LA.
. : S!LTY.FDC TO ME0!UM GRAINED. DRILLED WlfM g.*1' ; REVERT / WATER
. 7, , CRILLING FLU'D.
290 : :: . 2g . ',' :
. .s ;
~
- s '.
- 3. ;;k,: -.
- :r '.
ne .. :, ;
. i.
r se .,*<; ,
- s '.
e .*; ^
~
y gg . , . I' : u
@ 150 :s .
i
~
7g ..'.: i n .
~
A : . , .*. 8e . . :, . t
, 2 BOTTOM OF HOLE 88.65 FEET.
INSTALLED OBSERVATION WELL CPEN INTERVAL 65.17 TO 84.65 FEET. l e d
-e l
4
~
I L
= *ar*efetwT C'M stccrEnY. C" Jet 'jL:P*EC TunaucH51TE mgL1 mL C3'E C87C*R *D4h(NING IN MLL PICXZo LP Q4 i NORTHWEST OF LNIT 2 TUKa!NE BUILCING LT-18 voLLowlNo nues. l
GEOLOGlC DR1LL LCG l v0GTLE ELECTRIC GENERATING PLANT 9518 1 7 LT-7A Coomaanrts amaK num Hm12. BEmps st!E ** N 8151.3 E 9317.5 Se* SOUTHWEST OF UNIT 2 TURBINE BLOG. MGus CDeLETED ORILLDI GilLL naKI ano sEI1EL was sI:t outluuumus erJ acta erJ 70TAL MPrM 7/7/85 7/7/85 H. COLLINS / law ENGtPEERING M00!LE 53 5-t/8 IN. 87.8 FT. 9 87.0 FT. com ascovenveta cent soms sasetas t.L. ra= or casimr, cnoue n. mPrwn cnouc arta gosptwth.rce w accu umau
- - -- 221.17 FT. 215.92 FT. 63.19 FT./157.98 FT. (7/IS/853 l 87.8 FT./128,92 FT.
sascLE nassen utmer/raLL casse cat m maraciAAos;w tarmo ers SEE OSSERVATION WELL REPORT LJt. WEST wa q l witn 25 EE wg I,
- - Q h g 64 rests =
8 scTts one wrtn Lrvtts. mTen 6 l 1 E DEscuPTION tau C1.ASSFlCATION IIw2 eEj wla ELrvarup yg j f 5 cnamacitm W hh j j3 !*5l E 3 " ETC-
. ;, ;' 9.8 - 37.8 FT. SACXFI L ORILLED TO REPLACE
. .: SANO. RED 8R0wN.$6.1 TLY $2LTY 70 WELL LT-7.
. !< . SILTY FINE TO P(CIUM CPAINEO.
gg . ORILLED w!TH
. REVERT / WATER
' !< :. OR1LLING FLUID.
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- OPEN INTERVAL 65.3 TO 87.8 FEET.
).
l 1 \ el
*w c:re arc =vtwr. come st:pm murmt uit me j jQy'EMEN"D8!"'CLL *18#0"l SOUTHWEST OF UNIT 2 TURBINE BUILDING l Lt.74 t
l l 1
@ mNECT Jos W. SHEET e KLt 4 GEOLOGIC DRILL LOG v0GTLE ELECTRIC GENERATING PLANT 9518 1 y 1 LT-12 stTE coonosmarts me.t rami suizL stuiper, SCUTH OF AUXILIARY BLDG. N 7775 E 9688 9e* -
ECUS CGrLETED (MLLER ORILL Mang asc sqIEL w sut ovrastatte WTJ nocJg ris 1014L. MPf w 6/3/85 6/3/85 KEN THOMAS / LAW ENGINEERING FAILING 1588 6-7/8 IN. 79.8 FT. 8 79.9 FT. cent Mcovet, art.no casu emas saseus EL.rar or casue amouG EL. OEPDv%CR0 Loc witM EPTWEL. TOP OF a0CE seWu 219.27 FT. 299.9 FT. 59.10 FT./tG8.17 FT.(7/16/85) 79.8 FT./130 FT. sasetz nesset wxpraeu, casse LzrT se e,0wwsTw irrran svi
- SEE OBSERVATION WELL REPORT L.A. WEST t5~ Il
=
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- Etc.
SJ - 79.8 FT. SACM ILLS ORILLED WITH
. e . ~. SAPO. RED BRCwN.* RY DENSE. SLIGHTLY REVERT / WATER SILTY TO SILTT. FINE TO MEO!UM GRAINED. ORILL]NG FLUID.
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. BOTTOM OF HOLE 79.8 FEET.
2 INSTALLED OBSERVATION WELL l
. OPEN INTERVAL 58.15 - 79.9 FEET.
W l .
! =
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l .
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, *arsemewr a m c.ro a. muur
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- i UCULUU1 UnlLL. LUU v0GTLE ELECTRIC GENERATING PLANT 9510 1 ar 1 LT-13
! stTE cosementts aurAt rmM wzeit atmM ! EAST OF UNIT 1 N 8135 E 18110 ste
- MCue c3rLETED OptLLpt CNLL sgust ase estL eatt $1JE Qvt14GLfl0EW F7J aatu ir TJ TOTAL DEPf **
5/28/85 5/28/85 KEN THOMAS / LAW ENGINEER!NC FAILING 1500 7-7/8 IN. 89.3 FT. 1.0 FT. 98.9 F T. l COE McestpwT.m com sonas sas*Lis aL. tor a casus onasG EL. OEPf>WEL GIOL80 mitR DE7tWEL. TCP W A0cm staMU l
- - -- 229.61 FT. 219.8 FT. G3.Se FT./157.53 FT.t7/ts/853 89.8 FT./130.8 FT. .
i. lasrLE MasEER REEB47/FaLa CAssus LFT M MELL ow'LDETM Lono sve
- SEE OBSERVATION wCLL REPORT L.R. WEST 1
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=
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l i .,i' O.8 - 98.4 FT. BACKFILLS DRILLEO wifw
- , .
- SADO. RED BRowM. 0ENSE TO VERY DENSE REVERT / WATER I, . SLIGHTLY 5tLTY TQ $1LTY. FIT TO ME0fUM DRILLING FLU!O.
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.' [NSTALLED OBSERVAf!ON WELL
< CPEN INTERVAL G8.1 TO 98.8 FEET.
j i i L 4 f . f ^ r i e *arsaarw? cow wcower. capir SITE MLas m t cape carden.etsenuco in mssumn PicmanTi.arna. w o EAST OF LNIT 1 LT.13 PG.LDWp6 AtME.
. . _ . _ .. _. . ...._. _ . _ . . . . . _ . - . . _. ._. . . _ ..m. ..._ .- _ __ __ _ _ _
l i APPENDIX C
- LAnonATORY TESTS Permeability Tests - Harding-Lawson Assoc.
1 Cation Exchange Capacity - Soils and Plant Laboratory Inc. Distribution Coefficient - Batteile Pacific Northwest Laboratories i i l 4 i 1 f 1 l 4 i l i i
. - - - - -. . , , - . . .-- .. -,---..--.,,_a%..._ ,... _ - _ , . ... _., ,.,,.. .-,__. ,,, ,- - , - . . ..-
Harding Loween Assestates August 12, 1985 . 3854,085.01 l Bechtel Civil & Minerals, Inc. P.O. Box 3965 San Francisco, California 94119 Attention: Mr. Thomas Crosby Gentlemen: Laboratory Testing Results vogtle Electric Generating Project Contract No. 9510-091-SF-06 This letter presents the results of laboratory testing performed on samples of rock and soil received from Bechtel Civil & Minerals (BCM) from the Vogtle Electric Generating Plant. Harding Lawson Associates (HLA) work on this project was performed under Contract No. 9510-SF-06 dated May 9, 1985. l l The samples were delivered to our Novato, California laboratory by a Bechtel carrier on 11y 3, 8,15, and August 15, 1985. Selection of the tests was performed by BCM personnel and transmitted to HLA with the samples. During the course of the laboratory work, we communicated with Mr. Thomas Crosby regarding the testing and progress of the work. The testing was done in accordance with the Specifications for Laboratory Testing and in accordance with the data transmitted in the above-mentioned letter. All of the work was performed using properly cali-brated equipment under the supervision of the HLA laboratory manager or the laboratory director. The original data sheets and computations are available in HLA's files for review. These records will be retained for at least one year from the date of this report. Permeability Tests
- Ten falling head permeability tests were run in accordance with the i
procedure presented in the Department of Army Manual EM 1110-2-1906. The r i l Eagreers 7655 Aed*ood Blvd Te'ecrone Atasna waaan 'emas Geolog>sts & PO Scs578 415/992-0921 Canternia Ne,ada //as%acy Geocryscsts Nowato CA 94948 Te+es 340523
a August 12, 1985 Mar *ae u== ^ *=** 3854,085.01 Bechtel Civil & Minerals, Inc. Mr. Thomas Crosby Page 2 test equipment consists of permeameter chambers manufactured by Karol Warner, Incorporated and modified by HLA Each 4-inch-diameter soll/ rock core was trimmed, placed in a chamber, confining fluid was placed in the chamber surrounding the rubber membrane covered sample, and a seating pressure of 2 psi applied to the chamber fluid. The sample was then seepage-saturated and followed by back-pressure saturation until a "B" value of .95 or greater was obtained. ( All saturation water is distilled and was de-aired before testing.) The test specimen was then consolicated to the required pressure. After consolidation was completed, the permeability test was run. The permeability test results for the 10 samples area as follows: Sample Depth Permeability Initial Conditions No. (ft) (Cm/sec) Water Content % Dry Density (ocf) 901 119.0 5.01 x 10-9 2.9 160.9 902 104.2 1.95 x 10-6 38.6 78.1 l 903 108.2 1.94 x 10-7 21.3 103.6 I 903 112.7 4.99 x 10-7 26.0 97.5 l 903 128.4 2.06 x 10-6 23.0 99.7 904 92.3 2.42 x 10-0 65.1 66.4 905 91.6 1.41 x 10-6 24.1 102.0 905 96.7 8.49 x 10-6 25.7 99.9 905 107.5 1.39 x 10-7 38.9 81.2 905 114.0 7.81 x 10-8 24.8 98.3 Cation exchange capacity tests were performed by Soil and Plant Laboratory, Inc., of Santa Clara, California. The results are attached to this letter. Yours very truly, HARDING LAWSON ASSOCIATES dd 44j t.yle E. Lewis, Civil Engineer - 16360 DMS/LEL/dm
Attachment:
Cation Exchange Test Results 4 copies submitted
WA ' g A .* = g p q m r. t A'H 1, , g{--y Jul. I 16N ' Soll AND bTLIBORATORY,1NC.
-~_ . _ _
SANTA CLARA 0FFICE - July 11, 1985 Lab No. 78035 HARDING LAWSON ASSOCIATES P O Box 578 Novato, CA 94948 i l RE: SAMPLES REC'O : 6-27-85 Sample Cation exchange Description No. CaDacity meq/100 1 0.9 55#1 2 1.3 SSi2 3' 1.1 55#3 4 1.1 55#4 5 1.5 SS#5 6 1.3 SSv6 7 0.7 55#7 3 0.9 13293 9 1.3 13298 10 1.3 13308 Data. e suppt ed without recomendation or coment. L
',4% /,4 6 /"
l RI L TLEFORD
/' Analytical Laboratory Director P o. a iiru. s.ni. An curarm. mit iFi., sse-assa r... e- iam ers.oi P O. Som 553. Santa Clare. Cahtorme 95052 (404) 727m30 P Q. Bos is44. Se%e. Wasnington 90000 (204) FMHee6
OBallelle Pacific Northwest Laboratories July 16, 1985 Q8 ,jf,,3,,,, u.a 9us2 Telephone (509) Telen 15 2874 - Mr. Cliff R. Farrell Bechtel Civil and Minerals, Inc. P.O. Box 3965 San Francisco, CA 94119
Dear Mr. Farrell:
Subject:
Final Letter Report for Vogtle Nuclear Power Plant Sediment Sorption Tests - Contract No. 23112/07049 In mid-June 1985, four sediment samples (designated 13293, 13298, 13308 and 11755) and one well water sample from the Vogtle Nuclear Power Plant (Georgia) were received. The four sediment samples were air dried in our laboratory, then gently disaggregated and each sample was well mixed. The well water was filtered through 0.45 um membrane filters to remove suspended material. The pH and Eh of the filtered water were pH = 7.42 and Eh = 373 my vs SHE. Triplicate one-gram samples of each of the four air dried sediments were placed in individual 50 ml polycarbonate centrifuge tubes. Nex g 30.0 mis of the figered ground water that had been spiked with 15.6 uCi/t Sr and 242 uCi/t # Cs were contacted with the sediments for 7 days. The slurries were continually gently agitated on a linear shaker. In addition, three blank centrifuge tubes were treated in a similar fashion excepting that they contained only the radionuclide traced well water. These samples were used to correct for any container adsorption. After the 7-day contact period, the samples were centrifuged and the supernatant solution was filtered through 0.45 m membranes. Exactly 15.0 mis of the filtered samples were radiocg nted on a Ge(Li) g ector for the characteristic gama-rays 514 key ( Sr) and 662 key ( Cs). The distribution coefficient, Kd, for Sr and Cs was then calculated from the observed counts for the blank solutions and the supernatant solutions from the sediment samples using equation 1. yg ,(Co-Ce ) V
\ Ce /W Eq. I where Co = counts / min in blank sample (average of three blanks)
Ce = counts / min in each supernatant solution V = volume of solution (30.0 mis)
. W = weight of sediment (1.0g)
Mr. Cliff R. Farrell July 16, 1985 page 2 - l Table 1 is a.sumary of the radiocounting data and Table 2 is a sumary of the individual Kd values. The variability in the observed replicates is similar to past experience for Sr and perhaps a little higher for the Cs values on
- sediments 13293 and 11755.
' Perhaps the Georgia sediments contain a mineral very specific to cesium adsorption that is present in small amounts such that one gram samples are not truly homogeneous. That is, one sample such as Sample B for sediment 11755 might contain more of this selective mineral than the other two replicates. In general, the trend for greater Cs adsorption than Sr adsorption is typical of sediments I've worked with and the absolute range Cs ( 400 to 2l00 mis /g) and Sr (40-95 mis /g) are typical of predominantly sand-sized sediments as the Georgia samples appear to be. Sincerely yours, R. Jeff Serne Staff Scientist i Geochemistry Section Earth Sciences Department RJS:dw Attach. cc: Mr. Ken Abbot (Bechtel) 1 3 S
I Table 1 Counting Data Counts / min 137 S Cs Sr , Blank A 4 *4 '
, 5.0 C 31538.6 2414.6 Ave. 33400.8 2542.4 Sedime t 13293 2280.8 1146.8 g 1860.6 986.2 C 3759.0 1111.6 Sedime t 13298 1060.2 588.4 g 793.6 598.0 C 931.6 652.2 Sedime t 13308 1850.2 693.6 g 1715.6 779.2 C 1915.4 692.0 Sediment 11755 35.0 1192.0 g 352.6 734.6 C 564.0 841.2 e
r l .- I I Table 2 Kd Data (units mis /g) 137 Cs 853 , Sediment 13293 A 409 36.5 8 509 47.3 C 237 38.6 Ave. 75Y : 138 Ave. TD li 6 Sediment 13298 A 915 99.6 B 1233 97.5 C 1046 86.9 Ave. TUBT
- 160 Ave. TC 7 2 6.8 Sediment 13308 A 512 80.0 B 554 67.9 C 493 80.1 Ave. Fl6 : 31 Ave. 75 6 7.0 Sediment 11755 A 1843 34.0 B 2812 73.8 C 1748 60.7 Ave. IT3T : 589 Ave. T CZ 20.3
)
ERoa 1537 Final Environmental Impact Statement e (g) Waste Management Operations' Savannah River Plant i Aiken, Sout Carolint i Energy Research & Deveicoment l Administr3 tion I i September 19-l i 1 l I , i l ! l l l l l l l l i ; l
= 3 j ;.:
a Final Environmental Impact Statement I g) Waste Management
' ~
Operations ! Savannah River Plan! Aiken, South Carolins l aesconuo.e cet.c e Energy Research & Ceveicoment Ji. Acm.nistratiosi
%wnns
/ James L Leerma.1
- / 4,........o~.............;;;;_;., September 1971 4
l ( I l
I l i FOREWORD l 1 This environmental statement was prepnred to provice a detailed analysis of the actual and potential environmental - effects associated with waste management operations at the Savannah River Plant. The Savannah River Plant (SRP) near Aiken, South Carolina is a nuclear material production facility of the Energy Research and Development Administration (ERDA).' This statement covers the management of both radioactive and , nonradioactive gas, liquid, solid, and thermal discharges from current and projected SRP operations and accumulated waste frem past operations. Alternatives to current waste management opers-tions are discussed. Available data on past operations are presented for background and to help characteri:o the existing and expected future condition of SRP. The Federal action under review is the interim management of SRP wastes in accordance with ERDA policies and standards that require continued efforts to reduce releases to values that are as far as practical below guidelines which minimi:e 1 risk to the population, and to develop improved methods of waste storage. Thus, the descriptive material in this state-ment presents detailed background information that may be used as & basis for environmental assessments or statements on long-range plans as they develop. The status of the SRP long-range f waste management researth and development program is presented i in Appendix I. ERDA presently is preparing technical documenta -j for SRP, Hanford and Idaho installations on alternative metnods for long-term management of high-level radioactive 4astes at these sites (described in Appendix ti. These documents, nt n will serve as the basis for environmental statements on long-range management, should be available for public review in '9"~. . ERDA was created by tne Energy Reorgant:stion Act of 19 : i (January 19, 19~5) to assume the operational and resear:n - 2nd development functions of the Atomic Energy Commission,
.hich was abolished by ?.he Act, i
i i iii
T
*a accoraanee w :h E2DA regulations 1 future statements wi;;
be wri::en late enougn in the development process to contain meanin;ful information, but early enough that whatever infor- . mation is con:ained may be factored into the decision making processes. These statements will be prepared before the develcp-ment process has reached a stage of investment or commitment to impicmentation likely to foreclose or restrict later alternatives. None of the possible options for long-range sanagement of SKP wastes is being foreclosed by current or projec:cd operations. - The scope of this environmental statement is limited to effluent control and interim defense waste management operations at SRP. In this respect, it is similar to the waste management operations environmental statements for two other major produc.
- ion sites of the ERDA. The final statement concerning the Hanford reservation at Richland, Washington, has been publisned (ERDA-15331,2 and the draft statement for the Idaho National Engineering Laboratory (ERDA- L53o) 3 was issued June. 29, 1976.
In this environmental s:stement, possible combined effects
- f the effluen:s from SRP, the Barnwell Nuclear Fuel Plant f3NF?',
and the proposed Vogtle Nuclear Plant (VNP) are considered. The 3NFP is 2 chemical separations plant for processing commercial nuclear fuel now under construction by Allied-General Nuclear Services ( AGNS) on i si:e adjacent to SRP on the east. The VNP
.as proposed by the Georgia Power Company as a possible nuclear cower plan: to be construe:ed across :he Savannah River from SRP
- n the west. Environmental statements for these plants were prepared by the former Licensing Branch of :he AEC, now the "ucicar Rectlatory Commission O.RC), in conjunction w::n :he normal licensing pr:cedures for ectmercial nuclear pir.nts. .;o Jifluents are axpue:ed from the commercial was e burial facil.:. l Si the Chem-Nuclear ser.' ices, Inc., another nuclear facility 7.af acent :: SRD 2nd 3NFP.
Future produc en operations at :he Savannah River Plan tay vary from : heir presen level. Ilowever, :he environmental trpac: 4i1. be of the same nature and order as for 1973. The
. . 3.
- it :.- i,iaru
- ReTa:ari:es, T Lt La 10 Par: 'Li.
i.:r:e:n s.e 1 3:::aren t, %U3:a ein:;a~cnr :74:=ri:na,
- 1. ~' :
"; e! .4.;a " n. USERDA Repor: ERDA-II55 30'3'
. ::n ': - 'e men. :! 3:::eren:, .:.: t A:n:p en lrir::i:na,
* :. ..h ,r1. Engiutr& : *ah : ra :ry . USERDA Repar-
'.ED A- 131o .lune , i2*6, i
I Lv t t
7 L
- rend will be toward further redue:10ns in the releaa:s of some materials, but some increases may occur due to change 8 in pro-duction recuirements. The accumulation of radioactive !Lquil and solid wastes will also proceed at about the same rate .:s in 1975. Cumulative offsite effects to the surrounding nonula:ian beyond the year of actual release will be small as discussec ;-
Section III.A.J. Because implementation of any program to provide imp rovec methods of storage will take place over many years, new waste - tanks are being planned to satisfy the needs for i s scornge space for new wastes generated during the 1970s and 1980s ,
- ) replacement of single-wall tanks, and 31 replacement of double-wall tanks that have a history of leakage from the primarv into the secondary container. Before the publication of this statement, two environmental statements on specific additiona' .
waste handling and storage facilities at SRP were issued. The statements were in suppor: of an FY-1974 projec: 'NASH-!5:5)* for four waste- tanks and an evaporator, and an FY-19 3 pro,ive: (WASH-1530)' for six waste tanks and an evaporator. Becausa ai increased costs, these projects were revised to include only three and four waste :anks, respectively, with no evaporators. l The environmental impact of additional tanks p anned for :ne i future will be of :he same nature and order as that for :nc previous tanks. All radionuclides released from :he SRP si:c :o the environ-l ment'are discussed in this 5:stement. The Ja:a tre presen:ca 50 as not to reveal _ classified production information, bu: this 20es not affect :he estimation or offsite effee:s from the releases. The notifica ton of tne preparation of this s:2:ement. j published in the Federal Register on .iugus: L4 !? 3 35 ?R 2:153 invited suggestions from all interested persons. C mments were received from individuc ts and organ :ations and were an842 red bs ERDA prior to preparation of the draf: Statement. arei . r e v . 2, af each comment letter resulted tn tdenti#icatt:n ci snee;#i. sug2estions that were included into 3raf: ERO\ ,33- The :c.r e n : letters and ERDA's response, tncluding Jtscussion 2nd 2;-.:n :n specific comments , were published 28 Apnendix - ]? Orif- '~1' .33-
- s. ict'ir nren::: i:::trent, Tu:ure Ni;" *i.t: ai ; ~::. *:-i,:,
5:v:r.n:h River ?: r.:, Wen,in-i:~* ~ n% EC =epor: WASH-L5:3 fi973).
- 5. Envir nren::: 3:::eren:, -::i:::".. H :' -
c:a . :-
?::i'::itr, i ::r. nan River ?:an:, ..c:, is: .- .
l USAEC Report NASH-1550 :1974: . 1 1
-v -
l l l l l r 1
. =_ _~ . .- . - -. - .- , . .-
Q i 3 the isauance of :he craf: s:sta=cne was announced in :he ! Tederal Ragis:er on Oc:cber 29,1976 (41 FR 27284), and publi:
- c=ments were requas:ed vi:hin 90 da rs. A total of eleven '
ce= men: let:ars were received from individuals and organi:a:1cns. The issues raised by these c =ments have been : nsidered in :he l prepara:icn of this final stata=ent and tax: changas hava Seen
=ade where appropriata. Moreover, the comments on the draft staca-sent along with the responses by ERDA replace the pravices Appendix K in the final statement. Copies of :he final stacament, the drsf: ,
s:ac2 ment, and all writ:en suggestions and ce=ments received, as well as :he documents referenced by this scacement are available
- 4 for inspection at ERDA Public Dccument Rooms at 1333 3 roadway, 1 Gakland, California; 20 Massachusetts Avenue, Washington, D.C.;
and the Savannah River Operations Of fice at SRP. I b i 4 J 4 4 e i
l
.. c .
C. CSARACTERIZATION OF THE EXIS-TING ENVIR0dMEHi
- 1. PLANT HISTORY .
The Atomic Energy Commission (now ERDA) selected the location of the Savannah River Plant in November 1950 after study of over 100 potential sites. Factors in the selection of the site included the low population density, accessibility of a large cooling water supply, and freedom from floods and major storms. The Savannah River Plant was the largest construction job undertaken by the Atomic Energy Commission. Construction began in Fel:ruary 1951, and it eventually involved over $1 billion in expenditures and a peak construction force of 39,000 workers. The operating force includes about 5000 workers. . Uranium fuel fabrication began in M Area and extraction of heavy water (D2 0) began in D Area in 1952. The first production reactor (R) was started up in Decemoer 1953. Other production reactors began operation in February 1954 (P) , July 1954 (L) , November 1954 (K) , and March 1955 (C) . The Heavy Water Components Test Reactor (HWCTR) began operation in U Area in March 1962. Recirculation of cooling water for R and P reactors through Par Pond began in 1958. Reactors were shut down in June 1964 (R), December 1964 (IlhCTR) , and Februarv 1968 (L) . e The separations areas Logan processing radioactive fuel assemblies frow the reactor areas in November 1954 (F) and July 1955 (H) . Solid radioactive waste was first sent to the burial ground in the first haif of 1953 when waste uranium from fuel fabrication in M Area was disposed of in this facility. The first waste tank was completed in March 1954 Waste discharges to the seepage basins and waste tanks began shortly after startup of the separations areas Baseline measurements of Savannah River conditions were made in 1951, before plant startup, by the Academy of Natural Sciences of Philadelphia. Since the baseline study, the Academy has main-tained a continuous program of surveillance of river conditions. During the period from 1951-1960, biologists from the University of South Carolina and the University of Georgia con-ducted surveys of biota and ecosystems on the SRP site for the i AEC. The University of South Carolina described the major plant ! communities and collected data on comparison sites from nearoy areas of South Carolina. Studies were made of plant successten in the abandoned fields. In addition, information was puoltsned on the effects of flooding of the vegetation along Steel Creek . and on the environment in Steeds Pond which received effluent from the fuel fabrication facility. II-133
s . .. The University of Georgia gathered information on the animal - communities of the plintsite and produced studies of quantitative relationships within the old field ecosystems. .In 1961, the - Savannah River Ecology Laboratory was established to promote i continuing ecological studies. It nas been operated by the liniversity of Georgia since its inception. l
; In 1972, SRP was declared the natien's first National Envi-ronmental Research Park.
- 2. SITE CHARACTERISTICS i
INTRODUCTION
~
Characteristics of the SRP site that are pertinent to the operations of a waste management program include the geology, t hydrology, meteorology, seismicity, biota, and background radia-tion. These characteristics are reviewed below. A more detailed discussion may be found in DP-1323. 8 4 I GE0 LOGY i SRP occupics an approximately circular site in South Carolina of about 300 souare miles, bounded on the southwest by the Savannah Riverplant The and centered approximately 25 miles southeast of Augusta, Ga. !' be-seen ontsFigure located in the Coastal Plain geologic province as can II-38. This province is characteri:cd.by flat,
; nostly unconsolidated sediment of Cretaceous age or younger. About j
20 miles northwest of the plantsite is the lower edge of the Piedmont Plateau t-he other main geologic province in S. C.). The Piedmont Plateau is underlain by igneous aand metamorphic rocks. The boundary between the c<o orovinces is called the Fall Line. The Fall Line is not a sharp -Line of contact but a :one at transition frem tne typica1 land forms of one province to those of the other. It is often difficult to determine from the ground surface where the l Piedmont Platenu ends and the Coastal Plain begins. Because tne sediments of tne Coastal Plain are more easily eroded than the hard crystalline rock of the Piedmont Plateau, the distinction is noticeabler :cf:ti l.4 or in river bed as the change in rock formation causes-i
' wa rapids. Ptgure II.-38 also shows several other geologic provinces in the Appalachian Mountains.
The soll layers of the plantsite affect the migration rates and directtons of ground water and of any radioisotopes present in the soils and ground water of the site. Geologte formations beneath the Savannah River Plant st te are shown in Figure II-39, a cross section that originates at the Fall Line 20 miles to One nortawest and bisects the plantsite. The formations are the -
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U Hawthorn, Barnwell, McBean, Congaree, Ellenton, Tuscaloosa, and bedrock (crystalline metamorphic rock and the Dunbarton Triassic Bas in) .t ? The sediments that constitute the formations above bedrock are either unconsolidated or semiconsolidated. The crystalline metamorphic rocks outcrop at the Fall Line and dip approximately 36 ft/mi to the southeast underneath the Coastal Plain sediments. A large Triassic deposit in a basin of the crystalline rock - underlies one-third of the plant area and is located in the south- ! eastera section of the site. This deposit consists of sedimentary material formed into sandstones, siltstones, and mudstones. The geologic formation that immediately overlies the base-ment rock is called the Tuscaloosa Formation and is 500 to e00 ft thick below the plant. This formation consists of sand and clay and contains several prolific water-bearing beds, which supply ever 1000 gal / min of water from each of several individual wells. Overlying the Tuscaloosa Formation are several formations of the Tertiary Poriod that range in age from about 10 million to about 50 million years. These formations have a combined thick-ness of about 350 ft in the central part of the plant. They consist predominantly of compact clayey sand and sandy clay with a few beds of sand and a few beds of hard clay. At depths ranging from about 100 to 180 ft, there is a tone in which the sanov deposits include calcareous cement, small lenses of times tone, and some shells. At scattered discentinuous localities,' slowly moving ground water has disso'ved this calerreous material and left these lenses less consolidated than the sediments surrounding them. Some of these areas were filled with a concrete grout before major facilities were constructed. At some places on the Savannah River Plant, the rocks of tne Tertiary Period are overlain by more recent terrace deposits of alluvium. These deposits are usually thin in the upland areas, but are of significant thickness in the valleys of the Savannah River and some of its , larger tributaries. The sediments form a wedge ranging in thickness from a few feet at the Fall Line to more than 1200 ft on the southeastera or, downdip side of the plantside. They strike in sn average dtrac-tion of N6C*E and dip from 6 to 36 ft/mi to the southeast. The sediments are unbroken by large displacement faults or severe - unconformities. II 137
t . HYOROLOGY Surface'later Surface waters provide a mechanism for transporting unavoid-able releases of radioactive elements, stable elements, and heat offsita. These materials, if discharged by operating facilities to a plant stream, will move toward the Savannah River because almost all of the plantsite is drained by tributaries of the river (Figure II-2). Only one small stream (not shown on Figure II-2) in the northeastern sector of the site drains to the Salkehatchie River to the east, and this small stream has no operating facilities on it. Each of the tributaries is fed by smaller streams; therefore, no location cn the site is very far from a continuously flowing stream. Knowledge of the flow in the streams is used to predict the :ffsite consequences of various routine and accidental releases. In addition to the flowing streams, surface water is held in over 50 artificial impound =ents covering a total of over 3000 acres. The largest of these, Par Pond, has an area of approximately 2700 acres. Water is held intermittently in marshes and over 200
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natural basins, called Carolina Bays- A large swamp bordering the Savannah River receives the flow fron several of the plant streams. The source of most of the surface water on the plantsite is either natural rainfall or water pumped from the Savannah River
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to : col the nuclear reactors. The cooling water is discharged I to the streams to tiow back to the river or to Par Pond. Addi-tional small amounts are disci.arged from other plant processes to tne streams. Savannah River The Savannah River Plant adjoins the Savannah River for 17 miles. The headwaters of the river are in the Blue Ridge .itountains of North Carolina, South Carolina, and Georgia. Formed sc the junction of the Tugaloo and Seneca rivers near Hartwell, Georgia (100 miles northwest of SRP), the river empttes into the Atlantic Ocean near Savannah, Georgia. The Savannah River basin is one of
- he major river basins in the soucheastern United States. It has "
a surface area of 10,580 square miles, of which $100 are above the Savannah i'iver Plant.
.wo large reservoirs upstream of the Savannah River Plant provide powc e, flood control, and rec reational .ireas. CI:ri ll111 Aesorvoir, completed in 1952, is 35 miles (~0 river at 'es) upstro2m. Ilartwell Reservoir, completed in 1961, is 90 miles
'130 river st ies) ups tream. Operation of these reservoirs .
!!-134
, i I
stabili:ed the river flow in the vicinity of the plant to a yearly average flow of 10,400 :2900 cfs during 1961 to 1970. The minimum ,j daily flow during this period was 6000 cfs. Figure II 40 snows monthly average flows for 1960 to 1970 for three locations on the river: at U. S. Highway 301 crossing (about 23 miles below SRP), at the SRP boat dock, and at Augusta. As the river flows by the
- Savannah River Plant, its nominal level drops 34 to 30 ft above i mean sea level. River water requires a minimum of 3 days to roach i
the coast from SAP, and the average flow times of 5 to 5 days
- probably better represents the travel time. ,
The monthly average temperature of the river water measured at the SRP boat dock since July 1955 ranged from 6.8 to 26.S*C (Table II-20). The daily river temperature has reached 25.5*C ] or higher only during the months of June through September. The Savannah River is uss4. for fishing, both commercial and sport, and pleasure boating downstream of dio plant, and also as I i a drinking water supply at Port Wentworth, Ga. , for an effective ! j consumer population of about 20,000, and at Hardeeville, S. C.
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(&esufort - Jasper Water Treatment Plant), for a consumer population i of approximately 50,000. Sarge traffic is maintained on the
! } 90-ft-wide and 9-ft-deep channel between Augusta and Savannah, Ga. ,
1 i Onsite River Tributaries The five main streams on the plantsite are Savannah River t tributaries. These are Upper Three Runs, Four Mile Crdek, Pen ! Branch, Steel Creek, and Lower Thrse Runs (Figure II-2). They arise on the Aiken Plateau and descend 100 to 200 ft before dis-charging to the river. On the plateau, the streams are clear except during periods of high water. Rainfall soaks into the ground, and seepage from the sandy soil furnishes the streams ' with a rather constant supply of water throughout the year. In addition, four of the streams have received reactor cooling water discharges. These discharges, many times the nstural stream flows, j cause the streams to overflow their, original banks along much of
- their length. .
4 Cyper :hree Runs Upper Three Runs, the longest of the plant streams , differs from the other four streams in two respects: it is the only one ' with headwaters arising outside the planesite, and Lt is the only one enat has never received heated discharges of cooling water from the production reactors. i . 4 II-139
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l l Upper three Runs drains an area of about 190 square miles. Its significant tributaries are Tinker Creek, a rather lengthy headwaters branch, and Tims Branch, which receives industrial wastes from the fuel fabrication facilities (M Area) and the Savannah River Laboratory and flows through an impoundment, Steeds Pond. The M Area effluent flow averages about I cis. Tims Branch flows at between 1-1/2 and 2 cfs below Steeds Pond and about 4 cfs just before discharge into Upper Three Runs. The flow and temperature of Upper Three Runs have been - n.onitored at the Highway 125 crossing (Figure II-2) . Flow ranges between 190 to 520 cfs and averages 265 cfs. The average tenverature for 1959 to 1966 was 16.9'C, with a maximum monthly average of 23.0*C in July. Upper Three Runs was designated as a National Hydrologic Benen-Mark' Stream by the United States Geological Survey in 1966. In Bench-Mark Streams the water quality, temperature, and flow are measured monthly to provide hydrologic data for a river basin in which the hydrologic regimen will likely be governed solely by natural conditions. ~ Four Nila Creek , Four stile Creek follows a generally southwesterly path to the Savannah River for a distance of about 15 miles. In the swamo ( along the river, part of the creek flow e=pties into Beaver D'am _ Creek, a snorter stream that also discharges into the river. The T. remainder of the Four Mile Creek flow discharges through an opin-ing in the levee into the river, or flows down the swamp and mixes with Steel Creek and Pen Branch. Four Mile Creek and Beaver Dam Creek together drain about 35 square miles and receive discharges from four plant areas. Four Mile Creek receives effluents from F and H separations areas and the reactor cocling water discharge from C Reactor.~ The average flow upstream of any plant discharge is lest than 0.5 cfs and is increased by drainage and F and 11 effluents to abcut 20 cfs just above the confluence with the C Reactor discharge. After the junction with the C Reactor cooling water, the creek flows about
~
miles before entering the river swamp. Beaver Dam Creek receives 65 to 130 eis of effluent from the heavy water production precess and the associated power generating plant in D Area. II-142 .
S s . t 0
.=en Branch Pen Branch follows a path roughly parallel to Four Mile Creek .
until it , enters the river swamp. ne only significan tribu:ary is Indiza Grave Branch, which flows into Pen Branch abou: 3 miles above the swamp. Pen Branch enters the swamp about 3 miles from the river, flows directly toward the river for about 1.5 miles, and then : urns and runs parallel to the river for about 5 miles before discharging into Steel Creek about 0.5 mile from its mouth. . Pen Branch with Indian Grave Branch drains about 35 square miles above the swamp. Indian Grave Branch roccives the effluent cooling water from X Reactor. Above the K-Area discharge , Indian Grave Branch flow averages only about I cfs; above Indian Grave Branch, Pen Branch is also a small stream averaging 5 to 10 efs. Steel Creek Steel Creek flows southwesterly for about 4.5 miles, : hen turns to flow almost due south for about 5.5 miles , and enters the river swamp 2 to 3 miles from the river. In the swamp, it is joined by Pen Branch. The drainage area of Steel Creek and i:s main tributary, Meyers Branch, is about 35 square miles. Steel Creek has re-ceived the cooling water discharges from two reactors, but it currently receives only about 15 cfs of water at about natural
- .- temperatures from P Area. De discharge of cooling water efflu-ent from P Reactor to Steel Creek was discontinued in 1963 when this reactor was switched to cooling with recirculated water from Par Pond; I. Reactor discharge ceased in 1968 when the reactor was shut down and placed in standby condition. Flow rates meas-ured in Steel Creek at the Highway 125 crossing are abou: 30 cis.
l L;uer Three Runs Iower Three Runs has the second largest drainage area (about ISO square miles) of the plant streams (Figure II-U . Near ::s headwater a large impoundment, Par Pond (Figure II-41), has oeen famed by an earthen dam. The three main arms of :he pond follow the streambed and drainage areas of the upper reaches of Lower Three Runs and its tributaries, Poplar Branch and Joyce Branen. From the dam, Lower Three Runs flows in a southerly, then south-westerly course for about 20 miles to the Savannah River. An arm of the plant follows the stream to the river. Several small Or:.b-utaries arising off the plantsite flow into che creek in i:s lower - reaches. II-143 r , -,.- ,- - . , . . , . - , - . ,-m e n--,,.nn
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1 T l Before construction of Par Pond, effluent cooling water from R Reactor was discharged via Joyce Branch to Lower Three Runs. Since the pond filled in 1958, the overflow to Lower Three Runs . has varied, depending on the utili:ation of the pond cooling water system by R and P reactors. In 1964, R Reactor was shut down and i placed in standby condition.. Even when both R and P reactors were utili:ing the pond, the temperature of the pond overflow water was about natural. During periods of no dam overflow, about 5 cfs seeps through and under the dam to enter Lower Three Runs. When _. the pond is thermally stratified (primarily during the warmer months), this seepage is usually several degrees cooler than the surface water in the pond. i Par Pond The Par Pond cooling water impoundment was formed in 1957-1958 by damming Lower Three Runs. De impoundment covers approximately 2700 acres to an average depth of about 20 ft. The maximum depth near the das is about 60 ft. A 140-acre portion is separated from the main body by a das to form the precooler, which is now consid-ered part of the P-Reactor effluent canal system. There are three major arms in Par Pond (Figure II-41): the north or upper am, the middle or warm arm, and the south or lower am. The canal systems for conducting the effluent cooling water from P to R reactors to Par Pond are also shown in Pigure II-J1. He P canal system is currently in use, but the R syste,m has not received thermal discharges since 1964 From P Reactor, there are 4-1/4 miles of canals and 5 small impoundments. Me largest i impoundment besides the 140-acre preccoler covers 36 acres; the total surface area of the small impoundments and canals is 227 acres. The now-unused R canal system cons 4.5ts of about 3.5 ::u.les j
- of canals and two impoundments, 7.4 and 2o0 acres in si
- e, respec-t tively. He total surface area of the system is 235 acres.
River Swag On the plantsite, a swag lies in the floodplain along the-- Savannah River for a distance of about 10 miles and averages about 1.5 miles wide. A small embankment or natui'ai levee has built of up along the river from sediments deposited during periods flooding. Next to the levee, the ground slopes downward, i.s marshy, and contains stands of large cypress trees and hardwoods. l During periods of high river level, river water overficws tne i levee and~ stream souths and floods the entire swamo area, leavtng only isolated isisnds. When flow subsides, stagnant pools of - water remain, but even with the pools and meandering channels , some of the land in the swamp is nearly dry. , II-145
l Three breaches in the natural levee allow discharge of creek water to the river near the mouths of Beaver Dam Creek, Four Mile Creek, and Steel Creek. The Beaver Dam Creek discharge contains * - the effluent from the D-Area heavy water plant plus part of the Four SElc Crcck flow. During swamp flooding, the water from these streams flows through the swamp parallel to the river and comoines with the Pen Branch flow. Pen Branch does not discharge directly to the river, but flows through the swamp and joins Steel Creek about 0.5 mile above its mouth. Figure II-42 shows the deltas of Four Mile Creek and Pen Branch where these streams flow into the swamp. Figure II-43 shows the deltas of Pen Branch and Steel Creek. Chemical Composition of Surface Water Knowledge of the chemical quality of surface waters is impor tant for two reasons: it permits an estimate of alterations that have occurred as a consequence of plant operations and permits evaluation of the potential effects of releases into the aqueous environment. Surface water on the plant and surrounding areas (Figure i!-Ja) is very low in dissolved solids and iron and is very soft (Table II-21).1 All surface water, except that from the
, Salkehatchie River near Barnwell, has pH values between 5 and ~; .: the pH of water from the Salkehatchie River is 7.3. Water from
- this river is also the hardest. The area around Barnwel-1 is -
underlain by calcarcous deposits; therefore seepage to the surface stream is characteri:ed by the analogous chemical composition of aster in the aquifer. Similarly, the composition of water from Holley Creek is characteri:ed by the chemical composition of the water tn ne luscaloosa aquifer underlying this area. Ground Water Liquid materials discharged on the ground surfaca migrate slowly dcwn to the ground water and then travel either with or slower than the ground water until emerging at a surface stream. - The types of geological strata affect both the flow path and the velocity of the materials. The number, si:e, and shape of the openings in porous sediments and the degree of their interconnac-tiun determine the amount of water than can be stored in the openings and the effectiveness of any saturated geologic formation to transport water. A water-bearing bed or s tratum of permesole roc!. , sand, or gravel espable of yielding considerable quantities l l II-146
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FIGURE II-43. Pen Branch and Steel Creek Deltas II-148
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4va. Cis.e i i FIGURE II-44 Locations of Stream Discharge Measurements
*A8LE !!.21 Ote.ical Analysis of turface water in $ap Arees'
\ m. t
. , . < . mi xen.za a - .. . . ,- w a
- 9.m:u ri-
- ..v a :n a:a- w. usa e, x a r g nua :c, u. s a 1 6. 7 0.16 0.6 0.4 2.6 3 1. 7 2.3 0.1 0.3 17 3 13.3 e..
2 S.6 0.16 1.0 0.3 2.2 6 1.6 2.3 0.1 1.0 18 5 *1.2 e.3 3 6. 9 0.04 0.6 0.3 1.2 . 3 1.0 2.1 0.1 0.9 13 3 16.1 s.. 6 4. 9 0.03 8. 8 0.6 2.0 27 1.1 3. 6 0.1 0.3 48 26 63.6 1.3 1 4.J 0.20 1.J 0.1 6. 4 7 1.2 5.1 0.1 2. 7 24 e 16.4 3. 4 e 6.6 0.31 0. 8 0.3 3.t 5 1.3 3. 6 0.1 1.2 23 ;6.3
. s. 4 7 2. 0 0.30 0.3 3.0 2.3 33 0.4 J.4 . 0.3 12 13 23.J s.3 9 1.6 0.J0 3.0 '. 0 10 17 3.0 1. 3 - 0.3 30 37 so.J 4.6 II-149
of water to wells or springs is called an aquifer. Geologic formations that are adjacent to but less permeable than acuifers . are called confining beds because they tend to restrict or retard the movement of ground water. - Within the :one of saturation, ground water occurs under either water-table or artesian conditions. Under water-table conditions, the ground water is not confined, and the upper surface of the saturated :one is free to rise and fall. Under artesian conditions, the ground water is confined between an '~ upper and lower confining bed, and the pie:ometric surface of the aquifer is above the top of the aquifer. The pie:ometric surface is an imaginary surface that indicates the level to which the confined water rises in wells. The results of detailed studies on the site reveal how the geology and hydrology of the plantsite affects ground water move-
=cnt. Differences in the pie:ometric head (water pressure) meas-urements show the direction that ground water flow will take.
Figure II-45 shows the vertical distribution of hydrostatic head in ground water near ll Area, measured with six pie:ometers near the H-Area waste tank farm and four other pie:ometers outside H Area. Downward percolation of water from the water table is indicated by decline to minimum head in the Congaree formation. In the two pie:ometers (lE,10, Figure II-45) above the tan clay, the decline is probably fairly uniform with depth. Across the tan clay (10 to IC), the decline is relatively abrupt (about 12 ft of head decline in 13 f t of depth). The tan clay, maximum 12 ft thick, is sufficiently impermeable to divert some of the water laterstly to creeks, the nearest being several thousand feet away. Within the fairly permeable sands of the McBean formation, the head declines only 2 ft in %50 ft of geologic material (IC to 13). The green clay shown on Figure II-45 is one of the more significant hydrologic units in the region; it is only 6 to 10 ft thick in h Area f.although somewhat thicker elsewhere), and its importance is easily missed if only drilling information is avail-able. The 30-ft decline in pie:ometric head (1B to 3B, IA) across the green elay indicates that the clay is continuous over a large area and has low permeability. Thus the green clay also direrts water laterally to creeks th'at have eroded down into the McBean. -- These points of discharge are farther from H Area than the dis-charges from the Barnwell formation.
';round water in the Congaree :one below the green clay also discnarges into Upper Three Rans. This fo'rmation has the lowest aydrostatie head.
The Ellenton formation has a head %7 ft hi;her than the Congarce, thus indicating the Ellenton is not receiving water from the Congaree formation. .1 ((-150 .
.a .
I 1 i l l Surface IE 10 IC- 18 --.8- 3 -
+300 .l. a---t
_a 279 274 iCRB7WW
--- P3C P38 P3A. - CR87 Surface
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o i
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- . OPPER TUSCALOOSA CLAY
$, -ICO -120 ... .. . ,
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1
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.449 EESAL 77JS5AiOOSA CLAY ,
.seg .. . :.. - _.:...;.9.
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CRYSTALLINE ROCK l FIGURE II-45. Hydrostatic Head in Ground Water near H Area II-151
. _ __ m . _ . , _
.g. o ,_ ,__,_.~,2 . .m__._m_ m.._, .
I Head is uniform in the three Tuscaloosa pie:ometers (P3C, P33, P3A), lower than that in the E11enton formation (DRB7hW), but higher than those in the Congaree. Both the recharge and .
- discharge regions of the Tuscaloosa are principally off the plantsite, and they control its water level within the plantsite.
Pietometric contours for the Tuscaloosa formation (Figure
- II *6) indicate that the Tuscaloosa water flows from the Aiken plateau in a curved path to the Savannah River valley. This . .
lateral flow through the very permeable formation supports the Tuscaloosa water level on the plantsite. Recharge by vertical l percolation from above probably does not occur at SRP.
?
Any contamination entering ground water from H Area would be transported both downward and laterally, especially laterally at each clay barrier. Because water heads in the Tuscaloosa and Ellenton formations are higher than in the Congaree, such contami-nation would be discharged into Upper Three Runs before it could enter the Tuscaloosa. J LOCAL CLIMATE AND METEOROLOGY The climate in the SRP area is tempered with mild winters and long summers. Augusta temperatures average 48'F in the winter, 33*F in summer, and 65*F annually. The average relative humidity is 70*.. The average annual rainfall at SRP is 47 in. The recorded maximum annual precipitation in Augusta occurred in 1929 (73.82 in.); the minimum occurred in 1933 (23.05 in.). Basic meteorological data needed to characterite atmospheric i dispersion are wind speed and direction, horitontal wind direction variability, and vertical wind direction variability (standard deviations af these quantities), vertical temperature profiles, and vertical mixed depth. Empirically derived relationships are ' chen necessary to relate the above parameters to atmospheric transport and dispersion. Meteorological data applicable to the SRP are obtained at the WJBF-TV tower located near Beech Island, S. C. , about 25 km l8 northwest of the center of SRP. A 2-yr data base was compiled .. f rom March 1960 until \ larch 1968; the data consisted of measure-ments of wind speed, atimuchal and vertical wind direction, and temperatures. These data were taken from instruments at various elevations up to 1200 ft at about 3-min intervals. Data taken over a period of this length are assumed adeouste to apply to any g: ten year without serious error. A new system of seven additional ] towers is being erected on SRP .to provide additional data. . 9 II-152
.r
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FIGURE El F1ow in iuscaloosa Aquifer 1 I fI-153
l When estimating dispersion, it is important to consider :he me:corological conditions as they occur jointly. Using techniques similar :o those described in DP-1163,l ' the SRP 3-min data fr:m .
- he 1966-1968 data base were reduced to averaged parameters wnic;t characteri:cd dispersion properties over each 15-min period. An annual average mixing depth was imposed to normali:e estimated dispersion wi:h long-term measurements both onsite and offsi:2.
A more-detailed discussion of methods for estimating environmental effects is presented in Appendix F. To confirm the earlier assumption that the 1966-1968 data base could be used to estimate effects of releases in any given year, a second -yr data base was constructed for the period of 1974 and 1975. This data base was collected at 5-sec intervals between ground level and 1100 ft above ground level at the KJBF-TV tower. The results from using this new data base confirm the earlier assumption that a 2-yr data base can be used to calculate the effects of releases from other years without significant error. S to rms The probability and magnitude of severe storms have been analy:ed to determine their effects on waste management facilities. Two types of major storms, hurricanes and tornadoes, occur in Souta Carolina. The following sections describe these storms and dis cus 4 their ircquency of occurrence. hurri canes Fully mature tropical cyclones, called hurricanes in the
':lantic and :ypnoons in the Pacific, are large rotating storms of extraordinary eiolence, they are born over the warm waters of all t,he tecpical oceans. Although hurricanes are neither the tar e3 t nor the most intense atmospherie storms, their constderable s._2 and great intensity make them the most dangerous and destruc-tive of all storms. The greatest damage and loss of life arise from storm surges that inundate low-lying coastal areas wi:h wind-i 2ricen swawater in which all floating objects ae: as battering rams, frem flooding caused by heavy rains , and from ..inds that ..
frenuen:1y exeaed 15c anh. Tropical :yclones that do not mature into hurricanes are called tropt eal 4torms swind.4 < ?5 mph i . A summary of all
.: L a..:t e-bo rn t ecpi cal 4:.erms and hurricanes for :he vears 1959 to . . ' ~ ~ is lis ed in raute (I-22 (data assemoled :y :he Nattenal
~
.ai r r t eane f en ' .: r , 'h .im t . Fla.>. "anv of these stJrms aid no:
- rtse tand and thus caused li::le damage. -
l ll-l54
1 l TABLE II-22 Atlantic Hurricanes and Tropical Storms . Nwrber of Zear Hurricanes Tropical. Secms 1959 6 5 1960 4 3 1 1961 8 2 l 1962 3 5 1963 7 2 i 1964 6 6 1965 4 2 1966 7 4 1967 6 2 , 1968 4 3 4 1969 10 3 4 1970 3 7 1 1971 5 7 1972 3 L 1973 4 3
- 1974 4 3 1975 6 2 Annual Average 5.3 3.5 i
) i l II-155
yauo_o -..r- - r w . -...m.. , . , , . , . _ _ _ _ _ _ _ _ _, l Thirty-eight hurricanes affected (caused damage to) South Carolina in the 275 years of record for an average frequency of , 1 every 7 years.11 The hurricanes that affect South Carolina occur predominantly in the months of August and September (Table II-23). Records during the 1700s and 1800s are not complete or totally accurate because of the lack of communications and a systematic method of identifying Ond tracking hurricanes at that time.11 The occurrence of a hurricane along the coastal region does not generally mean that the Savannah River Plant will be subjected to winds of hurricane force. SRP is 100 miles inland, and the high winds associated with hurricanes tend to diminish as the storms move over land. Winds of 75 mph were measured by anemom-eters mounted.at 200 ft only once during the history of SRP, during passage of Hurricane Gracie to the north of the plantsite on September 29,1959 (Figure II-47) . Tornadoes Tornadoes are normally characteri:ed as violently rotating columns of air in contact with the ground. Most tornadic winds rotate in a counterclockwise direction. The wind speeds often reach high speed within a relatively small storm. A distinguish-in; iesture of a tornado is that the vortex is nearly always visible .as a funnel-shaped pendant which appears to hang from a heavy cumulonimbits cloud. A tornado is usually accompanied by heavy rain and hail, and often by lightning and thunder. Although a few tornadoes destroy large areas, a typical tornado is on the ground for only one or two minutes and lightly damages an area 30 yards wtdc by one mile long. The translational speed averages 30 mph. In the extreme cases , the path may be one mile wide and 200 miles long leaving great destruction. The maximum recorded duration is over hours. Less than 5'. .of all tornadoes which occur throughout the United States have wind speeds in excess of 200 mph. Tornadoes with wind speed of this magnitude may have several vortices rotating about a common axis. The maximum number of vortices observed in a single storm is 7. Generally the wind speed varies in intensity during the lifetime of a .. tornado and reaches the maximum wind speed and damage capability for 15L of their life cycle. Although tornadoes with wind speeds in sxcess of 200 mpn comprise only 5*4 of all tornadoes, they are responsii,le for 97~ of the fatalities. l The savannah thver Plant is in an area wnere occasional l tornacoes are to be expected. National Weather Service records f rom !916 to 19'5 <how that at least 300 tornadoes have occurred . in South Carolina. In l'J 3,12 tornadoes s truck South Carolina l and 22 struck in Georgia. More-accurate records of wind speeds Il-15e
l
- l \
TABLE II-23 - Month of Hurricane Occurrence in South Carolina l4dn:h of o::t June 3 July 3 August 37 September 47 - October 10 i I
- l 1
1 l l 11-L57
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kEL 2* HURRICANE TRACKS h w 194 - - WEST OF Ce ARLESTON, S C egg
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... 3 CIGURE II-47. Storm and Hurricane Tracks West of Charleston, South Carolina II-133
.. _. .. -.----.- .. ~. - - --
and damage area have been' kept since 1959. The Fugita-Pearson scale for assessing tornado wind speed and damage has been in ' use by the National Weather Servico since 1971. ' fos t tornadoes occur in South Carolina and Georgia during the period February through June and August to September (Table II-24) and travel in a southwest to northeast direction. The combined area of Georgia and South Carolina is struck by an average of 24.o tornadoes per year.28 .. Tornado data from 1969 to 1975 show that Georgia and South Carolina may have extreme tornadoes with a maximum wind speed up to 260 mph. Tomadoes with winds up to 318 mph have been observed in the Midwest but not in the Southeast. The probability of a tornado with winds in excess of 250 mph striking a point within the SRP, is estimated to be less than 10.s per year. During the 24-yr history of SRP, there has been no tornado damage to any production facility. On two occasions, light damage has occurred (displacement of light sheet metal roofing, window breakage, tree breakage, etc.) . Several other tornado funnels have been sighted in unpopulated areas on the plantsite but investigations showed no damage; thus, the sighted funnels did not touch the ground. Investigation of tornadoes occurring near SRP in 1975-1976 showed damage from tornadic wind speeas varying from 100 to 175 mph. TABLE II-24 Month of Tornado Occurrence, 3 of Total /Yr Georgia South Carolina January 9 1 February 8 S March 18 12 April 33 24 May 7 19 June 5 13 July 2 2 August 4 9 September 3 8 October <1 2 November S 2 December 5 3 l r i l II-159
- 4
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HURRICANE
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WEST OF Cr AR' ESTON, S C. i . l q: _ l
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1 . \ l FIGURE II-47. Storm and Hurricane Tracks Wes; cf Charleston, Soutn Carolina l CI-L33
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FIGURE II-49. Seismic Activity in Southern Appalacnian Area Between 1754 and 1970 ' l l . II-161
SEISt1ICITY 1 l The Savannah Rtver Plant is located in an area wnere moderate Jamage might occur frue earthauakes. based on earthcuake risk p,rc-dictions by the U. S. Coast and Ccodetic Survey (Figure II 431.'- The spatial distribution of South Carolina earthcuakes, wi:h r:spect to southern Apnalachian seismicity, is shown in Figure II-49.22 Cn the basis of three centuries of recorded history of 1 earthquakes, an earthquake above an intensity of VII on the Modi fied 31ercalli DN) scale would not be e.xpected at the Savannah
- liver Plant. Average acceleration from Reference 23 for intensi:y VII corresponds to 0. !3 g. During the past 100 years, the area within a 100-mile radius of the Savannah River Plant has e.xperienced one shock of intensity X, one shock of intensity VIII, two shocks of intensity VII, and 12 shocks of intensity V SN. Seismic monitors ,
which were installed in SRP reactor buildings between 1952 and 1955, are set to alarm at 0.002 g f. intensity II) and have never indicatec m carthquake shock of this intensity since their installation. The design basis earthquake (DBF.) for SRP incorporates an accelera-tion of 0.2 g.
~
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FIGURE II-48. Seismic Risk Mao for United States II-t60 l
~
Before :he 1886 Charleston earthquake, the seismic activi:y in the southeastern par: of the United States was low. No severe earthquake shocks had their origin in South Carolina or Georgia from the time of settlement by colonists in about 1670 un:il :he ' Charleston earthquake in 1886.22 The only shocks of significance ' felt in the area during this 200-yr period were those connected
-ith the New '4adrid, 5tissouri, earthquake of 1311-1312. Thes e shocks slightly damaged a few brick buildings in Columbia and elsewhere in the state of South Carolina.
The shock of intensity X 501 was the Charleston earthquake of August 31, 1886. This earthquake was felt 300 to 1000 miles awav. An area of about 2,000,000 square miles was affected (Figure II-50.'- In contras t, the 1900 San Francisco earthquake with an intensity of i XI set affected an area of only 373,000 square miles. With only minor exceptions, an earthquake of a given intensity in the eastern United States will be fel.t at much greater distances than a shock of the same intensity in the western United States. This effect is probably due to the more efficient propagation of certain seismic saves in the more uniform crustal structure of the eastern 4 United States. 4 The Charleston earthquake caused only minor superficial changes to the ground surface. The epicentral region was broken by many fissures dtrcugh which water issued, but the fissures seldom attained a width of more than one inch. In contrast, the San
- Francisco earthquake opened fissures up to 5 f t wide at a distance of 15 mtics from the fault, and the fault was exposed at the surface.
The Charles ton earthquake was probably caused by a fault bovement in basement rock beneath a half-mile :hickness of unconsolidatec cediments. There is evidence that the intensity at and near :he Fall Line was slightly greater than that nearer to the epicentar of the 1886 Charleston earthquake. This presumably is due to the fact that the sands and clays of the coastal plain sediments provide greater attenuation to seismic waves than do the under-lying basement rock. fhe effect may also be due to resonance of the soil column near the Fall Line. Damage was greater at Augusta, Georgia, and Columbia, Souta Carolina, on the Fall Line, than at intermediate locations , as .. can be seen from Figure II-50.Z* Reports on the effects of the Charleston 1336 earthquake from towns in the vicinity of SRP were used to estimate earthquake intensities (Figure II-51). Since the 1630 earthquake, Charles ton has been the locus of continued <e:8mic activity indicating that the earthquakes are a +.etatwl'tch a tectenic structure even though it is obscured by -Se r/ealving Coastal Plain sediments. This tec:enic struc:ure
- a respons tble for '38*.* of all cf the historic earthquake activt::.
- Calculated fron listing of earthquakes found in Referenes ;5.
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FIGURE II-51. Intensity of the 1886 Charlesten Earthquake in the Vicinity of SRP - 'l I I- l o.1
in the Coastal Plain province of South Carolina and 39% of the earthquake activity in South Carolina.48 In evaluating the potential for ground motion at SRP, earthquakes of the intensity of the 1886 Charleston earthquake are not assumed to occur else-where in the tectonic province.:5 Earthquakes associated with the Piedmont Province do not j seem to be associated with tectonic structures and could thus be assumed to occur anywhere within the province. The maximum ~ earthquake occurred in Union County on January 1,1913. It occurred about 95 miles from SRP, and its intensity at SRP was about III MM. Since these earthquakes are not associated with a known tectonic structure, they can reasonably be assumed to occur anywhere in their tectonic province, which could be as close as 20 miles from waste management facilities at SRP. If an intensity VI-VII >N earthquake were to occur at this distance, the intensity at SRP would be V-VI SN. At the VI .tN level the acceleration would .e approximately 0.07 g. Using a similar logic,
-he maximum earthquake in the Blue Ridge Province and Valley and Ridge Province would result in an intensity of I-II .\N and the acceleration would be <0.02 g.2s j With the installation of many very sensitive scismographs
, on the South Carolina Coastal Plain and nearby Piedmont Plateau, a greater number of small earthquakes are being recorded. These i additions to the statistical record of earthquakes in this ares a have net changed the conclusions drawn from the 300-yr and human
. observatior. 70 more easily detectable earthquakes. Ilowever, as
, these refined observations contribute to the understanding of
.. crustal structure and tectonics in this area, they may permit 2 -
i determination of the potential for strong earthquakes in this region. Intensified geologic studies have revealed a fault north-west of Augusta, Georgia, along the Fall Line, in which crystal-line metamorphic rocks are faulted up against sediments of the Tuscaloosa formation and in one area, against sediments that were reworked from the Tuscaloosa formation. Radiocarbon dating of i ' slightly organic clays within the fault :one indicate that the age of the fault is less than 2450 years old. Dating of other organic clays in the vicinity but not actually cut by the fault, ' give ages as recent as 400 years. Thus , indications are that this fault should be considered in evaluating possible vturatory motion at SRP. The USGS has studied this fault, but the rate and character of its movement has not yet been resolved, nor has its significance to the tectonic framework of the eastern United States been determined. A rough est imate of the intensity of ) a postulated earthquake was made using available information on the ' fault ,2 7 and assuming sudden movement along the entire
- length of the fault.ze This results in an earthuuake with an
- l l II-165 l
- - . - - - . - _ - - - - . - . ~ . . _ , . - . - . - . - - . ~ .
maximum intensity of IX 301. Estimates of the intensity at SRP - (30 miles from the fault) would be VI-VII.3 50f. 3
- The lower
) value was determined using data from Reference 29 that is based on extensive California attenuation data, and the higher value assumes attenuation to be similar to the Central United States.3 ' ' This would be equivalent to vibratory ground motion of 0.07 to 0.16 g.23 As more is learned about this fault, its significance
- will be reassessed, i !
i BIOTA ,, ' I Plants, birds, and animals must be considered in any waste management policy because of their ability to mobili:e radio-activity present in the environment and thereby permit it to be dispersed and to enter the food chain of man. The. Savannah River Plant site provides a wide variety of protected habitats; hence, the species diversity and populations are both large. In general, p the plantsite is a natural preserve for biota typical of.the j southeastern Coastal Plain. The production and support facilities occupy only a small portion of the plantsite, and wildlife is j little affected by them. Radioactive releases are limited to low levels in limited areas and have had no significant effect on the
- wildlife.
Habitat Conditions t Before construction of SRP in 1951-1952, E11enton (population 000) and liunbarton (population 231) were the only towns on the l . plantsite. The communities of Leigh, Hawthorn, Robbins, and 'l Steyers .itill were isolated aggregates of families. After acquisi-tion of the site by the Government, honeysuckle invaded these i tress, and fruit trees and ornamentals grew wild. At the time of Government acquisition, about 675 of the land area was forested, and 33% was in croplands and pastures. Cotton and corn were the j chief crops.- Abandoned fields passed through the annual broadleaf j vegetation stage into the perennial grass stage and gradually became more wooded. Stost of these abandoned fields have subse- ! quently been planted in pine. From the viewpoint of wildlife ! management, habitat conditions are considered fair-to-excellent j over the plantsite.
.. t The Savannah River swamp on the south, particularly that l
portion subject to periodic flooding, and the dry sandy soils in the north aro areas of limited terrestrial wildlife support. 1 i Although the swamp is supporting many wildlife species, the composition and age of vegetational species limit carrying l capacity, i The region between the sandy sites on the north and the -
- i. Savannah River swamp on the southeast is best suited for most of ,
(t-106
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the wildlife species because of the soil fertility and resultant - favorable species composition. Much of the area is in pine plantations. Sawtimber is increasing as the pines grow. Eco- . l logical succession in the area of old townsites has reached the stage of maximum forage production (for deer). Hedgerows, orna-mentals, and fruit trees also provide excellent wildlife habitats. Artificial water impoundments are numerous. Five natural streams drain to the Savannah River from the site, the largest - streams are Upper Three Runs and Lower Three Runs. In addition to the normal occurrence of warm water species of fish, these streams provide spawning runs for striped bass. The Savannah River swamp provides excellent habitat for fish in the numerous stream channels and oxbow lakes, f Vegetation The"plantsite is about evenly divided between Coastal Terracas and the Aiken Plateau (Figure II-52). The Aiken Plateau is quite hilly and deeply dissected by small streams. There are extensive
- areas of scrub cak and longleaf pine forest along the ridges.
I Many of the farms in this region wero marginal in agricultural productivity. Soils in the Aiken-Plateau are mostly sandy and low in fertility. Most of the soil is too sandy and excessively drained to yield regular, profitable crops, e t- Sandy loams occur in the Coastal Terraces subregion. T Fertility is much greater.in this area than on the sandy soils of the Aiken Plateau, Fluvial belts of sandy loams also occur "r along the streams that cross the SRP site. Farming in this area before construction of SRP was confined to the Sunderland and Brandywine terraces bordering the Savannah River floodplain. Before Federal acquisition, there was very little timber management in the area. Generations of exploitive logging had resulted in poor stands of timber except for hardwoods in the floodplains; timber cutting in the floodplain was not over- ! explotted because of ilmited access. Although much of the Savannah River Plant site now consists of managed pine forests, the composition of the naturally seeded forests of the site is .. closely related to the moisture available to the trecs. l'ab itat s range from very sandy, dry hilltops to continually flooded swamps. This continuous range is' broken into :ones characteri:ed by communities of tree species. The dry sandy areas 31 are typically covered wit't a scruu cak community dominated by longleaf pine, turkey oak, blue jack oak, black jack oak, and dwarf > post oak with grcund cover of three awn . grass and huckleberry. II.16' .
L, - l l On more fertile, dry uplands, oak-hickory hardwoods are
~
prevalent. The most characteristic species are white oak, post oak, southern red oak, mockernut hickory, pignut hickory, and - f lobiolly pine, with an understory of sparkleberry, holly, green- i brier, poison oak, and poison ivy. I 1 On more-moist soils, often found along small streams or on old floodplains, the composition is more variable. Trees may include tulip poplar, beech, sweetgum, willow oak, swamp chestnut - oak, water oak, lobiolly pine, and ash. The understory may include dogwood, i/ihermart, holly, and red buckeye. Sottomland hardwood forest 32 borders the Savannah River , swamp where it is subject to occasional flooding, licro, small variations in elevation strongly affect the kinds of trees present. Some common trees are sweetgum, swamp chestnut oak, red maple, ash, laurel oak, blue beech, river birch, water oak, willow cak, sycamore, winged elm, and loblolly pine. Palmetto, switch cane, greenbrier, grape, crossvine, and trumpet creeper are Common.
, In the Savannah River swamp, where standing water is present most of the year, bald cypress and tupelo gum are dominant trees.
Black gum, water elm, and water ash are also present.
- Examples of habitat types at SRP have been reserved for
- research purposes. Two of these areas are registered with the
' Society of American Foresters as Natural Areas for the preserva-i tion of forest cover types. These are 3 oiling Spr_ngs Natural j Area, an example of lobiolly pine-hardwood (9 acres), and Scrub Cak Natural Area, an example of scrub oak-longleaf pine forest type (52 acres) . Ten other areas 33 have been set aside as typical of the major ecosystems present on the plantsite:
- 1. Sandhills - 67 acres
- 2. Cypress Grove - 22 acres
- 3. Lobiolly Stand - 23 acres 4 Steel Creek Bay - 29 acres
- 5. Mixed Swamp Forest - 91 acres ..
6 Beech Hardwood Forest - 113 acres 7 Oak-Hickory Forest - 83 acres S. Old Fields - 350 acres
- 9. Risher Pond - 4 acres
- 10 Savannah River Ecology Laboratory Area - 100 acres of fields and pine woods -
i II-169 l f.
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The ages of the major types of trees on the entire plantsite , are summari:ed in Table II-25. Biologists 25 se have recorded a l variety (123 families, 871 species) of vascular plants on the - l plantsite. I TABLE II-25 Age of tiajar Types of Trees 5$ Age, years Acres Unclassified 640 1 - 10 21.720 10 - 20 7',080 20 - 30 24,560 30 - 40 15,400 40 - 50 19,560 50 - 60 13,760 60 - 80 17,360 30 + 3,440 f4ammals The populations of most species of mammals increased rapidly after the Savannah River Plant was officially closed to the public on December 14, 1952. Most notable expansion was in the deer herd, estimated to be about 20 animals in 1951. A virtual popu-1stion explosion occurred; the present population is estimated to be greater than 20 deer per square aile or a total of about 5,000 to 3,000 deer on the plantsite. The greatest population densities occur on the southern and northeastern portions of the plantsite. Under protection, the populations expanded so rapidly that by the mid-1960s deer-vehicle collisions were common, and range deteri-oration was apparent. Controlled hunts, open to the public, were started in 1965. Approximately 10,000 deer have been killed in public hunts ,
- 8 and about 500 have been killed for research purposes.
Domestic hogs, abandoned in 1952, reverted to the semiwild state and became detrimental to young forest plantations. A control program of hog removal was iniciaily pursued by shooting and trapping. Currently, deer hunters are allowed to shoot the feral hogs, and about 125 have been killed since 1969. Feral dogs and cats are present on the plantsite. Because the threat of rabies is always present and a few persons were chased by dogs, trapping is practiced and captured dogs without . Licenses are given to the S.P.C.A. 9 II-170 1
.c With the exception of deer, feral hogs, and feral dogs, !
i there is no wildlife predation by man. Small manmals such as ' ' mice, rats, and shrews are common in favorable habitats. Animals - that are common (C) or abundant (A) on the plantsite are: Gray fox (C) Opossum (C) Raccoon (C) Cottontail rabbit (A) Wildcat (C) Gray squirrel (A)'
; Red fox (C) Fox squirrel (C)
Striped skunk (C) Beaver (C) Uncommon species found in favorable habitats include marsh rabbit and otter. Animals considered rare are spotted skunk, i cane cutter rabbit, black bear, mink, and weasel. Birds Before acquisition of the plantsite by the Government, game birds, particularly quail and dove, were abundant due to exten-sive use of land for agriculture. The removal of land from agriculture did not decrease the quail population; the population increased and probably reached a record high in the early 1960s, but is declining because the conversion of agricultural fields to forest reduced the carrying capacity of the land for quail.'1
+
Wild turkey, although present, were not very numerous.
~ South Carolina Wildlife and Marine Resource initiated a program in 1972 using SRP as a breeding ground for wild turkey for 4
stocking other parts of the state. Thirty-three birds were released en SRP by the end of 1974, and current estimates are that the turkey population has increased to about 200 birds. Waterfowl are present but mainly during winter migrations. i Winter waterfowl species increased in number and diversity after
' construction of Par Pond.. An estimated 20,000 ducks and coots spend the winter on the site. Most of these are on Par Pond and several other large ponds and Carolina Bays. Perhaps 2,000 ducks spend the winter in the lower swamps and on the Savannah River.
Wood ducks are the only waterfowl that commonly nest on the site. j Endangered species of birds that are protected on the SRP site are the bald eagle, the redcockaded woodpecker, and Rirtland's warbler. Biologists have identified 213 species of birds on the plantsite.*2 4 II-171 e
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ENVIRONT4 ENTAL PARK l1 The plant was designated as a National Environmental Research Park in June 1972. The various portions of the plantsite offer unusual opportunities for observing interactions between large industrial complexes and the environment. There are extensive areas of land protected from heavy traffic patterns, casual visitors, real estate development, and other disruptive influences. Because the land area is owned by the U.S. Government, long-term ecological research can be based at the Park with confidence in the continua-tion of the existing habitats. Several of the unusual opportunities offered are for observing and comparing the ecosystem changes brought about by heated water, flooding, atmospheric an'd aqueous emissions from fossil fuel power plants, uptake and retention of low levels of radioactive materials,' forest management activities, and other stresses on the environment. Researchers from univer-sities and government agencies are currently taking advantage of these opportunities for study.
, BACXGROUND RADIATION Background radiation is the base radiation level to which j is added any dose from plant operations. Offsite environmental radiation measurements must take into account this radiation and its variation as a consequence of activities conducted beyond the site boundary. Natural back cosmic and terrestrial sources. ground These radiation sources vary includes both with location but are assumed constant with time within the recorded span ot' human history.** Local penetrating radiation from artificial origins, both fallout from nuclear detonations and prescribed medical exposures, varies with time for the population as a whole, and doses from the latter source vary from one individual to another. External exposure from radioactive fallout appears to 4
be decreasing with time as a result of the nuclear test ban treaty,*s.so while that from medical sources appears to be l increasing as a result of increased use of diagnostic X-rays.51 The calculated annual background radiation dose received by the average person living in the vicinity of the Savannah River - Plant is approximately 120 mrem from natural sources. An addi-tional 100 mrem may be received on the average from medical X-rays. Its distribution is shown in Table II-26. The wide range of exposures (excluding those incurred for medical reasons) results primarily from the geologic distribution of naturally radioactive elements near the surface in this region. In the vicinity of SRP, low-concentration placer deposits of uranium and thorium occur in the Atlantic Coastal Plain. , l II-173
Reptiles and Amphibians _ The SRP site, with its wide diversity of aquatic and terres-trial habitats, supports a diverse population of reptiles and amphib- - ians.53 *5 Species common to the southeastern Coastal Plain are found. Bio lo gis ts * ' ' " 7 have identified 10 species of turtles, 10 species of li ards,1 specie of alligator, 34 species of snakes, 15 species of salamanders, and 28 species of frogs and toads. Alligators, once rare, are now commonly seen in Par Pond and, to a lesser extent, in some of the effluent streams. This endangered species is protected on the SRP site. Fish
- Habitats for fish on the plantsite are numerous and diversi-fled. They consist of natural and thermally stressed flowing streams, ambient temperature and thermally stressed reservoirs, Carolina Bays, abandoned farm ponds, swamp channels, and oxbow lakes. Fish are present throughout the thermally unaffected streams on the plantsite but are restricted to the lower reaches,
, near the Savannah River swamp and backwater pools, of streams . carrying reactor cooling water.
Par Pond has been receiving heated reactor cooling water since 1953. Temperatures are elevated at one end and near ambient at the effluent end. The pond is connected to two reactor effluent streams (one rea: tor operating, one reactor shutdown since 1964)
. by a series of canals and smaller ponds (Figure II-41). Fish range throughout Par Pond and ponds on the canal network. However, due to the protected nature of the impoundment, populations are becoming unbalanced. Bass populations are excessively high, and other populations are declining. Major species occurring are largemouth bass, black crappie, bluegill, and redbreasted sunfish.
Most species not collected from the Par Pond system but reported in the effluent stream, Lower Three Runs, are those commonly considered to inhabit flowing waters. Two species have been collected from Par Pond but have not been recorded as present in Lower Three Runs. These are Ictaluvun plarycephalus (flat bullhead) and Aloca asativalia (blueback herring). The latter commonly migrates up the Savannah River to spawn. An effort is - being made to determine if this species is truly landlocked in the reservoir system. Recent evidence indicates that this species does become reproductive in this reservoir system. Species identi-fled in streams numuer 36 in Upper Three Runs, 25 in Four lite Creek, 16 in Pen Branch, 24 in Steel Creek, and 42 in Loter Three Runs. All streams except Lower Three Runs were sampled near the Savannah River swamp. Lower Three Runs was sampled 3 miles down-stream from the Par Pond dam. . II-172
.e Cosmic Rays Cosmic ray contribution to natural background dose varies with both latitude and altitude. SRP and the surrounding area out to 100 km lie between lat'itudes 33*N and 34*N with an altitude variation between sea level and roughly 300 meters (1000 ft). 5 3 The ioni:ing component of cosmic radiation at sea level .
varies with latitude in the plantsite area by only about 0.3% of mean value. s* 1ess than the variation between measurements by different investigators (-3.7%). s s The altitude effect on the ionizing component of cosmic radiation (based on doubling of the dose rate for every 1500-m increase in altitudess) causes an increase of from 1.4 to 5.8% over the sea level dose at the roughly 100- to 400-ft elevation of the general area surrounding the Savannah River Plant. The dose rate from this component of cosmic radiation is estimated at 29 mrad /yr based on a sea icvel rate of 23 mrad /yr. 57 The dose equivalent rate from the neutron component of cosmic radiation is more difficult 3 to estimate because of the wide variations in measurements ' and the effect of self-shielding and secondary production in the body. Compared with the effects of these variations, the changes with latitude and altitude within the region of concern are negligible. Watt's experimental data5 ' corrected for latitude and altitude give a value of 6 mrem /yr at SRP. Thus the total dose equivalent attributed to cosmic radia-tion in the vicinity of SRP is 35 mrem /yr.*
- External Terrestrial Radiation External terrestrial radiation in the vicinity of SRP is attributed primarily to gsama emitters in the natural radioactive series derived from uranium and thorium with some additional contributions from * *X. Variation in the distribution of these sinerals in local geologic formations and their inclusion in materials of construction commonly used in urban areas leads to a wide variation with location. Some typical values are shown in Table Il-27. Because of the wide variation shown, the U.S. "
mean value of 55 arem/yr is chosen to represent the average external terrestrial background in the vicinity of SRP. Lowder and Condon't cite essentially the same rate, 1 mrem / week, for the average dose to persons living indoors. mrad ts equivalent to mrem for the ioni:ing component of cosmic radiation and for external terrestrial radiation.
- II-175
Slightly higher concentratichs occur. in the near-surface rocks of the Pied =ont Plateau bordering the Coastal Plain on the north-ecst. These deposits cause substantial local variations in - natural background radiation wit! tin the region. The radioactivity of these deposits on the plantsite and environs has been described in detail by Schmidt.S* TABLE II-26 Background Excosure Near SRP Esri.mtad :atola 3cdy Cose, mven
.tve$:g'e" ?:nge Natural Cassic Radiacion 35 30-40 Terrestrial Daposits External 55 6-380 Ingested 27 25-30 Total Natural 117 61-450 i
Artificial Medical Diagnostic 101 e Weapons Fallout Ex:ernal 1 Ingested 4 3-8 Total Ar:1ficial 106 Total Background 223 165-560
- 2. Cencral Cavannah River Area (within 40 ' on of SRP "
perimeter)
- b. Wi:hin 100 km or SRP perisecer
. Only the average used in total range because of high incividual variability
[I-L74
, s' . -
i Internal Radiation Internal radiation from natural sources arises primarily from K, C, '7Rb, and daughters of ** *Ra. Contributions 'from these sources are shown in Table II-28 No estimate of variation with location is attempted because widespread distribution of fertili:ers and foods as well as population mobility has an averaging effect for these natural long-lived radionuclides that , produce the internal dose. TABLE II-28 Estimated Average Annual Whole-Body Internal Radiation Dose from Natural Radioactivity - Cosa, s7kCli,d6 ??t203 ZGar SourCG of DCtC 3 H <0.01 1962 Reference 66, p 217, paragraph 84 l'C 1.0 1962 Reference 66, p 216-216, paragraph 32
**K 19 1962
'7 Reference 66, p 216, paragraph 30
- Rb 0.6 1966 Reference 66, p 27, paragraph 136 (QFC= 2)
***Po 3.0 1966 Reference 67, p 35, Table XVI -
(QF = 10) 122 Rn 3.0 1962 Reference 66, p 212, paragraph 41 (QF = 10) Total 27.0
- c. Quality factor.
*e II-17'
- l l
l TAGLE II-27 . External Gamma Fields from Natural Terrestrial Radioactivityc mrem /yr 52=
-livera.'t Shr~;c'js Nem (7 ] C: Fur
~
Augusta, Ca. 17- 35 (53) 56 (71)e Waynesboro, Ca. 17- 46 (33) 26 Aiken, S. C. (Airporr) 17- 34 (53) 19 26 (63) 24 (65) Barnwell, S. C."., 6- 5 1 (33) 33 Edgefield, S. C.7. 11-154 (53) 23 - 95 (53) Lexington, S. C.# 17-335 (53 ,03) 20'-140 (63) Columbia, S. C. 35-335 (63) 30 (53) 70 (71)
- u. Number in parentheses is year of measurement. Source of data is also given.
(53) Reference 52 The aeroradios' c tivity survey readings reported by Schmidt in counts per second (cps) at 500 ft altitude were cor- , rceted for background due to fallout (150 cps) and con-verted to mremiyr at 3 ft by the factor I mrem /hr at 3
. ft = ~~,000 eps at 500 ft (Reference 52, p 13). This is considered a better conversion factor than the i 'frem/hr
= 37 eps derived from the correlation curve supplied by Senmid: ' Reference 52,' p L7) because the latter was based on ground readings in the urem/hr range which are gibf eet to considerable uncertainty.
Referer.ce 59 (63) References 62 and 63 f65) Reference 04 ( 0) Refer tec 65 81 Lawrence I.ivernore Laboratory measurements
. ;u-mile radiu s e
!!-176
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- l When the baseline study was made, and continuing tc the present time, the cities of Augusta and North Augusta contributed raw or partially treated sewage to the river. This was the major ,
source of pollution within a short distance upstream. Since that time, a number of industries have located between Augusta and the Savannah River Plant, and many discharge effluents either directly or indirectly into the river. Some industries that were small at the time of the baseline survey have enlarged. The city of Augusta - now treats all sewage before discharge. Biological and chemical evidence indicates that the mineral-i:ed nutrient load increased in this section of the river during
! the study period. These conditions have produced a decrease in
' diversity and a change in the more coemon species. The changes have not been severe enough, however, to degrade the river below a healthy condition. There was no evidence in the areas studied of any effects of the slight increases in temperature of the river caused by the Savannah River Plant. l Savannah River Ecology Laboratory Studies of the SAP site The Savannah River Ecology Laboratory (SREL) of the University of Georgia site, was established in 1961 to study the ecology of the SRP it has conducted diversified studies of site characteristics to identify and follow natural changes since acquisition of the property in 19S0 as well as to investigate the effects of SRP operations. Research is currently centered in three major programs: thermal ecology, ni:.eral cycling, and radioecology of transuranic elements. Each of these programs is strengthened by the ongoing s accumulation of knowledge of the basic ecology of the site, Emphasis in all programs is placed on field-oriented research dealing with unique regional problems or those of local origin l which have broad ecological significance. As examples of the i latter, extensive research has been conducted in the Par Pond reservoir system and the Savannah River swamp, both of which have ! received thermal effluents and low levels of radioisotopes. Furthermore, the availability of low levels of plutonium and ! uranium in both terrestrial and aquatic environments on the Savannah l River Plant has provided an unusual opportunity for field research " ! in this ' area. SREL studies seek to document the effects and deter-mine the extent of local environmental effects and establish predictable relationships which have regional applicability. A limited number of the SREL regional studies require data collected from several southeastern states. Studies in the natural, environ-mentally overall unaffected areas on the SRP are also a vital part of the program. The combination of thermally and isotopically altered natural environments in the immediate vicinity of unaffected - areas has resulted in a unique field research facility. 11-179 _ . _ _ _ . . _ . _ . _ _. _ _. - _ . . ~ _ - - - _ - . _ _ _ _ _ _ _ _ _
4 . m ENVIRONMENTAL STUDIES BY OUTSIDE CONTRACTORS, UNIVERSITIES, AND RESEARCHERS - Academy of Natural Sciences of Philadelphia Studies of the Savannah River Before the start of plant construction in 1951, the Limnology Department of the Academy of Natural Sciences of Philadelphia - -
- began a baseline study of the Savannah River in the vicinity of the Savannah River Plant. This study considered all the major I groups of aquatic organisms (proto
- oa, lower invertebrates, insects, fish, and algae) together with the general chemical and physical characteristics of the river. The purpose of this study was to provide a comprehensive picture so that future changes that might occur in the Savannah River could be measured. Such changes might be due to the activities of the Savannah River Plant or to changes in upstream river conditions.
Since the baseline study, the Limnology Department has carried on a continuous p rogram of scientific investigation in the Savannah River, as follows:
- 1. Detailed surveys of the biological, chemical, physical, i
and bacteriological aspects have been made at 3- to 3-year intervals.
. 2. Checks on river conditions are made four times yearly; , the general condition of algae, invertebrate, and. fish populations are determined. , 3. Diatometer studies were begun in 1953 to continuously record changes that may occur in river conditions as '
indicated by changes in the structure of the diatom community. At the time the baseline study was made, the Savannah River was a typical Coastal Plain river receiving a moderate amount of city and industrial waste along its course. There was a heavy silt load. In 1952 shortly after the first study was made, Clark Hill Dam was put into operation upriver from the plant. This dam... has had seversi effects on the river. Because of stabili:ed river flow, cave-ins of the banks due to rapidly rising and falling water no longer occur. The banks are vegetated with higher plants -hat hold the soil in place. Also, suspended solids tend to settle out 'behind Clark still Dam, with the resuit that downstream waters are clearer. Algal growth extends to a much greater depth, and populations of filter-feeding insects have increased, resulting in an increase in aquatic life in the Savannah River below the , dam. II-l*3
- o e To determine how individuals and species populations respond to artificial elevation of aquatic temperatures through differential thermal tolerances, behavior patterns, host- .
parasite relationships, genetic selection, and alteration of competitive interactions. e To determine how communities respond to the artificial eleva-tion of aquatic temperatures through changes in species composition and diversity. SREL studies have revealed the following apparent effects of reactor thermal effluents on the environment of the SRP:
- 1) An assessment of the broad-scale effects of reactor effluents on the forest vegetation of the Savannah River swamp has revealed that:
a) The trees on 560 acres of the swamp forest have been killed by heated reactor cooling water. This represents 7.5% of the total swamp area into which effluents are released, b) One-third to two-thirds of the trees have been killed in another 650-acre area (8.7% of the total swamp), and the forest canopy is open. c) In an additional 3,450 acres (46.2% of the total swamp), mortality of swamp hardwoods includes fewer than one-
~ third of the trees but more than that found in the .
natural swamp, upstream of all heated effluents. The canopy is uneven.
- 2) Studies on aquatic vertebrates have revealed a number of effects on these groups of organisms. Among these are the following:
a) Bass are attracted to the thermal areas in large numbers during winter. 7' b) Thermal tolerances of bluegill are increased in thermal areas.'1 c) Amphibian growth rates are' increased but body si:es at metamorphosis are reduced in thermal areas .72 d) Growth rate and body si:e of some curtle species are increased in thermal and post-thermal recovery areas. 7 3
- II-181
( I L
~
- l 52? Eite Ecology '
The forests and pine plantations of SRP are actively managed - for pulp and timber production by the U.S. Forest Servi:e, using management techniques which are standard throughout the southeast. The evaluation of forest management techniques in this region is a continuous process for numerous federai and state agencies. SREL is studying the nutrient cycle which exists in the soils of ' the southeastern Coastal Plain in order to effectively devise management techniques which are compatible with productivity and conservation. In addition to the wood resources of the SRP, there are animal resources, such as an estimated 5,00,0-8,000 white-tail deer and 500-1,000 feral swine. These as well as other game and non-game species are managed by the Forest Service and studied by SREL. Special management of other species is required by the Endangered Species Act of 1973 (PL-93-205), that requires all Federal agencies be cogni: ant of those endangered species of
'vildlife and plants' which occur on lands undwr their management, carry out programs for the conservation of endangered species, and take action necessary to ensure that actions authori:ed, funded, or carried out by them do not j eopardi:e the continued existence of endangered species or result in the destruction or modification of critical habitat of such species. At least two endangered species, the American alligator (Al!igator mississi-ppiansis) and the redcockaded woodpecker (Candrecopos heraclis) are found on the Savannah River Plant, and both of these are being studied by SREL personnel.,
.ternct Eco:cgy The following objectives have guided SREL research in thermal studics:
- To determine how elevated water temperatures resulting from reactor effluents affect selected physical parameters of the environment having direct effects on biological systems, e To determine how elevated water temperatures influence the uptake and availability of nutrients, heavy metals, and other elements to organisms associated with aquatic ecosystems.
e To determino the effect of the artificial elevation of aquar.ic temperatures on primary and secondary productivity (including reproduction and growth processes) in squatic communities. O
!!-180
+
. i e
To determine the importance of interac,tions among energy flow, thermal environments, and mineral cycling processes on the rates of biomass buildup and transfer within south-eastern ecosystems. e To determine the extent to which transfer coefficients are modified by population processes that influence the temporal or spatial turnover of standing crops. e To validate models of cyc-ling processes in southeastern ecosystems at various sites on the southeastern Coastal Plain. The Savannah River Plant provides opportunities to investigate various interactions of heavy metal and other stable element cycling between the biological and physical components of the environment. The broad list of available habitats includes reser-voirs, ponds, swamps, streams, a major river system, abandoned agricultural types. land, forest plantations, and several natural forest Some of these habitats have received various radioisoto and industrial pollutants from plant operations for many years. pes Because of the porous sandy soils of this area, many minerals normally held in the organic or clay fraction of soils become concentrated in the biota. This creates rather tightly closed nineral loops in the biota and reduces nutrient loss, but can also result in the accumulation of toxic pollutants. The Savannah River Ecology Laboratory has conducted studies in contaminated habitats on the fate of radionuclides in the environment. The low activity levels of these rndioisotopes in well-defined ecosystems provide a unique opportunity to study the fates of these isotopes under natural conditions. Studies have been concentrated in the swamp ecosystem, especially in the Steel Creek area. with radioisotopes in the Par Pond system. Studies have also been done Because radiocesium is among the few long-lived isotopes that have been released and Ls biologically active, most of SREL's research efforts in this area have been focused on radiosesium. 7 e ,7 s Radiceco20<]t) of' ?t'etsta'anic El,ir ertta Evaluation of potential hazards to the quality of the environment and health transuranium nuclides e.g.of man from low-level releases of the was initiated as a new(progr,am in 1974asePu, '~2Pu, **'Am, and "Cm) This program is con-sidered independent of general mineral cycling studies because of the unique properties of transuranic elements, their potential long-term persistence in the environment, and the potentially serious environmental problems they pose. . II-183
. i e) Some alligators, principally larger males, in the thermal areas, remain active *kroughout the normal period of winter dormancy.' -
f) Diversity of fish and rept ' is is decreased in areas of greatest thermal impact.'* g) Certain species of waterfowl avoid thermal areas while others do not.** h) Several species of fish and turtles inhabiting thermal areas demonstrate significant changes in kinds and population densities of parasites.
- 3) Plant ecology studies have revealed several findings other than the genersi impact on the swamp.
a) Tree species diversity is reduced in thermal and early post-thermal recovery areas, b) Accompanying the shift from hardwood floodplain to
- freshwater marsh, the diversity of herbaceous shoreline and island plants remains high in thermal and post-thermal areas.
c) Diversity of submerged plants is greatly reduced in hot water. Periphyton communities have shifted from green sigae to blue-green algae. d) species composition of plant communities is greatly changel in both thermal and post-thermal areas, e) Cattails from the thermal areas have a lower biomass per unit area than those from normal temperature areas. Also, sexual reproduction is absent in heated areas.
.Vinercl Cpolina Research objcetives for the mineral cycling program at SREL are:
s To determine the availability of stable elements and radio-tsotopes to the biota of the southeastern Coastal Pisin, e fa determine the role of primary producers and consumers in s cling processes in outheastern ecosystems, e To determine the factors that are limiting to rate processes l in southeastern ecosystems. '
!!-13:
D. REFERENCES .
- 1. ERDA Manual Chapter 0511. " Radioactive Waste Management" (September 19, 1973). '~
- 2. ERDA Manual Chapter 0510. " Prevention, Control and Abatement of Air and Water Pollution" (September 27, 1974).
- 3. Air Pollution Control Regulations and Standards for the Sca:e of South Carolina. South Carolina Pollution Control Authority (1972).
4 Water Classification Standards System for the State of Sou:h Carolina. South Carolina Pollution Control Authority (1972) .
- 5. ERDA Manual Chapter 0524, " Standards for Radiation Protection" (April 8, 1975).
6. Enviromental Statement, Fu:ure Righ Level Waste Facili:ies, Savannah River Plant, Aiken, S. C. USAEC Report WASH-1528 (1973). 7. Enviromental Statement, Additional Righ level Waste Facili:ies, Savannah River Planc, Aiken, S. C. USAEC Report WASH-1530 (1974) . S. Enviromental Statement, Plutonium-238 Fuel Fabrication Facili:y, Savannah River Plant, Aiken, S. C. USAEC Report WASH-1522 (1972) .
- 9. Integrated Radioactive Waste Management Plan - Savannah River Plant. SRO-TWM-76-1, Savannah River Operations Office, Aiken, S.C. (1976).
- 10. W. R. Jacobsen, W. L. Marter, D. A. Orth, and C. P. Ross, control and Treatment of Radioactive Liquid Wasts Effluen:s at the Savannah River Plant. USAEC Report DP-1349, E. I. du Pont de Nemours 6 Co., Savannah River Laboratory, Aiken, S. C. -
(1974). 4
- 11. Triti:sn Control Technology. USAEC Repoit WASif-1269 (1973) .
- 12. ASPE Boiler and Pressure '/essel Code. Section Vllt, Paragraph UCS-56-(e) (2) , - (c) (3) , and - (c) (4) .
- 13. W. L. Poe. Leakage from Wasta Tank 16, Amount, Fo:e, and Impact. USAEC Report OP-1358, E. I. du Pont de Nemours 6 Co. .
Savannah River Laboratory, Aiken, S. C. (1974) .
!!-135
e 1." . Evaluations include research in recipient areas at SRP, such as old fields, agricultural fields, forest ecosystems, and streams. The emphasis is on the soil (and atmospheric)-plant-animal-man pathway of these radionuclides. In agricultural - ecosystems, the focus is on major commercial crops used for livestock and human foodstuff. In aquatic ecosystems, the emphasis is on fish and other commercially important aquatic foods - both important for animal and man needs. In natural terrestrial (old field and forest) ecosystems, the focus is on - vegetation which is part of the diet of mammals, suc4. as deer. 4
.e IIOLS4
- 26. J. C. Stepp. " Supplemental Testimony of AEC Regulatory Staff on Adequacy of Seismic Design Criteria for Allied-General .
Nuclear Services (Barnwell Nuclear Fuel Plant) ." Do'cket No. 50-332 (August 1, 1974).
- 27. D. C. Prowell, B. J. O'Connor, and M. Ruben. Freliminary Evidence for Balocene Movement Along the BeIAir Faul Zcne near Augusta, Cecryia. USGS Open File Report 75-680 (1975). --
- 28. C. V. King and L. Knopoff. "A Magnitude-Energy Relation of Large Earthquakes." Bu11. Seismological Soc. Amer. SJ(1),
269 (1969).
- 29. P. J. Barosh. Use of Seismia Intensity Data to ?redict che 1
t Effects of Earthquakes and Underground Nuclear E= plosions in various Geologioat Settings. USGS Survey Bulletin 1279 (1969).
- 30. O. W. Nuttli. " State of the Art for Assessing Earthquake Hazards in the United States." U.S. Amy Engineers Watersay Experimental Station (January 1973) .
- 31. W. T. Batson and W. R. Kelley. "The Sand Hills Vegetation j
of Aiken and Barnwell Counties." Biology, Univer. of S.C. Publications , Series III, Vol. 1, No. 4,1955.
- 32. L. F. Swails, F. F. Welbourne, and W. E. Hoy. "The Flora of the Bottom Lands of the Savannah River Swamp." Biology, Univer. of S.C. Publications, Series III, Vol. 2, No. 2, June 1957.
33. R. R. Sharit:. " Plants of the Savannah River Plant Swamp." I Collected by the University of Georgia, Savannah River Ecology Laboratory, Aiken, S. C. (1972) .
- 34. " Plants in the SREL Herbarium." A Compilation of Vascular Plants on the Savannah River Plant collected by Biologists
- of the University of Georgia, Savannah River Ecology Laboratory, Aiken, S. C. (1972).
! 35. W. E. Hoy, Editor. "An Ecological Study of the Lard Plants ~~ and Cold-Blooded Vertebrates of the Savannah River Project ~ Area." Parts I and IV. Biology, Univer. of S. C. Publications, i Series III, Vol. 2, No. 4, June 1959.
- 26. W. E. Hoy, Editor. "An Ecological Study of the Fauna and Flora of the Savannah River Project Area." Part I. Ji *cgy, i
Univer, of S. C. Publications, Series III, Vol.1 No. 3 June 1955. . II-187 _ . _ _ . - _ - . . _ _ _ _ . , -__-.m._ _
1 4 14 _J. N. Fenimore. Tracing Soi: Maiature and Grcund.;ater ?:o:: ar che Savannah River Plant. Report 4, Water Resources Institute, Clemson University, Clemson, S. ' C. (1968) . t
- 15. E. G. Crebaugh and W. H. Hale. Dispersion 5ttdy of Suria
?!d-c::a! '.*areary. CROA Report OP-1401, E. I. du Pont de l Nemours 4 Co. , Savannah River Laboratory, Aiken, SC (1976) .
- 16. T. M. Langley and W. L. Marter. The Savannah River Plan Site. USAEC Report OP-1323, E. I. du Pont de Nemours 4 Co.,
; Savannah River Laboratory, Aiken, S. C. (1973) . ; 17 G. E. Siple. Geology and Ground Water ar the Savannah River
- Plant and Vicinity South Carolina. USGS Water Supply Paper
- 1841 (1967).
13 . R. E. Cooper and S. C. Rusche. The SR4 Neceorologioc! Prcgrm ] 2nd 7/f-Ji:4 Jose Calculations. USAEC Report DP-1163, E. I. du Pont de Nemours 4 Co. , Savannah River Laboratory, Aiken, S. C. (1968) . I
- 19. "Other Coastal Beaches, South Carolina." Letter from j .
Secretary of Navy to U. S. Congress, House, U. S. Government Printing Office (1966) . , 20 ' } ::r-ado .'iind :amage Probability and 3ecurrence for the Sav:nw.h j River Jits. Consulting Report, Dames and Moore, Bethesda, Md. l (September 1973) . it. J. L. Coffman and W. K. Cloud. United Statas Earthquai<as :l J f 3. U. S. Dept. of Commerce, ESSA (1970). 6
- 22. G. A. Bollinger. " Historical and Recent $eismic Activity in r l South Carolina." Su!L. Jaismological Soc. An. d , 3 (1970) . l I 23. M. D. Trifunac and A. G. Brady. "On The Correlation of Seismic Intensity Scales with the Peaks of' Recorded Strong 6
Crcund Motion."- SkII. Jeismological 500. 65(1), 139 j (1975), i :t, C. E. Dutton. :he Charlascon Earthquaka of August 3:, ;386. - ] U. S. Geological Survey, Ninth Annual Report, pp 203-5:3 (1389). il h i l3. G. Sollinger. A Caralogue of Joutheastern U. S. Earthquakna
! fren l'H -IJ74. Virginia Polytechnical Institute $ State
] 'Jniversity Research DivisLon,Bulleein 101 (1975). i I II-186' ) i
. Ws ,
+
- 50. " Radioactive Contamination of the Environment by Nuclear Tests." Annex A in Report cf the Unired Narians 3cientific Cormittee on the Effects of Atomic Radiction, 22th Session, -
Supplement 13, p. 14, para. 2, UN Document A/7613 (1969).
- 51. F. M. Hemphill, F. B. 1.ocke, and R. D. Hasselgren. Ciagnostic Radiation Utilisation in Selected Short l'em General Ecapi:ala.
Report BRH/DBE 70-8, Public Health Service, Bureau of Radio-logical Health (1970) . ^
-52.
R. G. Schmidt. Aeroradioactivity Survey and Areat Geotagy of the Savannah River Plant Area, Scuch Carolina and Georgia ARA 6-I. USAEC Report CEX-58.4.2 (1960).
- 53. USGS International Map of the World:
Savannah N. I-17 (1952) . 54
" Radiation from Natural Sources." Annex A in Report of the United Nations Scientific Cwmittee cn the Effects of Atomic Radiation, 21st Session, Supplement 14, p. IS, UN Document A/6314 (1966).
55.
" Radiation from Natural Scources." Annex A in Report of the
% United Nations Scientific Corrmittee on the Effects of Atomic Radiation, 21st Session, Supplement 14, p. 29, UN Document A/6314 (1966).
56
* " Radiation from Natural Sources." Annex A in Report of the United Nations Scientific Cwmittee on the Effects of Atomic Radiation, 21st Session, Supplement. 14, p. 18, para. 48,
. UN Document A/6314 (1966).
57
" Radiation from Natural Sources." Annex A in Report of :he United Nations Scientific Camittee on the Effects of A:omic Radiation, 21st Session, Supplement 14, p. 17, para. 39, UN Document A/6314 (1966).
58
" Radiation fron Natural Sources." Annex A in Report of :he United Nations Scientific Cemittee on the Effects of Atomic Radiation, 21st Session, Supplement 14, p. 18, para. 41 UN Document A/6314 (1966).
39- D. E. Watt. " Dose-Equivalent Rate from Cosmic Ray Neutrons." .. Bealth Physics !J, 501 (1967).
- 60. J. H. Harley and W. M. I,owder. " Natural Radioactivity and Radiation." pp. 1-2 to 1-23. Fallout Program, Quartarly Swrmary Report, December 1, 1970 - March 1, 1271. USAEC Report HASL-242 Health and Safety Laboratory, New York Operations Office, N. Y. (1971) .
i II-189 i
~ _.
1 i'.
~
- 37. N. E. Moy, Editor. "An Ecciogical Study of the Fauna and Flora of the Savannah River Project Area." Parts I and IV.
SicIcjy, Univer, of S. C. Publications , Series III, Vol. 2, ' No. 1, March, 1956,
- 33. W. E. Hoy, Editor. "An Ecological Study of the Fauna and Flora of the Savannah River Project Area." Part I, Sic!ccy, Univer. of S. C. Publications, Series III, Vol. 2, No. 2, June 1957.
- 39. " Opportunities for Resource Management: An Ecological Analysis of the Savannah River Plant." U. S. Forest Service, Univer. of Tennessee and Univer. of Georgia (1973) .
~
- 40. E. W. Rabon. Eleven Years of .%ni.toring Deer indigenous cc a iluclear PZanesics. USERDA Report DPSPU-76-30-7, E. I.
duPont de Nemours 6 Co., Savannah River Plant, Aiken, S.C. (1976).
- 41. F. B. Colley. "The Eight Year Trend in Quail and Dove Counts in the AEC Savannah River Plant Area." Trcr.s. 1 A.
Vi!dlife Canf. 27, 212 (1962).
- 42. R. A. Norris. Birds of :he AEC Savannah River Planc Area.
Charleston Museum, Charleston, S. C. (1963) .
- 43. Reference 34, Part V.
44 Reference 35, Part V.
- 13. Reference 26, Part V. -
t ri . .t. J. Cuever.
" Distributions in Space and Time of Reptiles on the Savannah River Plant in South Carolina." Thesis submitted to Graduate Faculty, University of Georgia (1967) .
47 J. h. Gibbons. A List of Amphibians and Reptiles Collected by J. W. Gibbons and Associates, Savannah River Ecology
-Laboratcry, Aiken, S. C. (1974) .
- 4. " Radiation from Natural Sources." Annex E in Rep;r: of the "ni:ed llaricna 5ckn:ific Ccmi::ee cn :he Effears of A::-i:
ha.fia icn, 17th Session, Supplement 16, p. 207, UN Document A/3210 (1962).
- 19. " Environmental Contamination " Annex B in Rep r: : '
- he
- n':ad .'i::i:ns Zahn:ific ::mit:ee on :he !!!a::t :f A:;-i:
?:dia:icn, 21st SesJion, Supplement 14, p. 37, para. 24, UN Occument A/6134 (1966).
II-138
o
)
- 72. D. H. Nelson, " Responses of larval amphibian populations to heated effluents in a southeastern reservoir.
Ecology. In :"hemal ' J. W. Gibbons and R. R. Sharit: (eds.) AEC Symposium Series CONF-73050S (1974) . 73. E. J. Christy, J. O. Farlow, J. E. Bourque, and J. W. Gibbons.
" Enhanced Growth and Body Size of Turtles Living in Thermal and Post-Thermal Aquatic Systems." In Themal Ecology, J. W. Gibbons and R. R. Sharits (eds.). AEC Symposium Series CONF-730505 (1974) .
74 T. M. Marphy and I. L. Brisbin.
" Seasonal movements of the American Alligator Receiving Effluent. (AIIigator mississippiansis) in a Reservoir In Themal Ecology. J. W. Gibbons and R. R. Sharit: (eds.). AEC Symposium Series CONF-730S05 (1974) .
75. E. Parker, M. F. Hirshfield, and J. W. Gibbons. " Ecological Comparisons of Thermally Affected Aquatic Environments." Water Pollut. Control Fed. 45 (4), 726 (1973). 76. I. L. Brisbin, Jr. " Abundance and Diversity of Waterfowl Inhabiting Heated and Nonheated Portions of a Reactor Cooling I Reservoir." In Themal Ecology. J. W. Gibbons and R. R. Sharitz (eds.). AEC Symposium Series CONF-7M505 (1974) . 77 . R. R. Sharitz, J. E. Irwin, and E. J. Christy. " Vegetation of Swamps Receiving Reactor Effluents." Cib 25, 7 (1974) . 73. G. E. Anderson, J. B. Gentry, and M. . Smith. " Relationships between Levels of Radiocesium in Ooainant Plant and Anthropod Species in a Contaminated Streambed Community." Ci'<os 24, 165 (1973). 79. I. L. Brisbin, Jr. , R. A. Geiger, and M. H. Smith. " Accumulation and Redistribution of Radiocesium by Migratory Waterfowl In-e habiting a Reactor Cooling Reservoir." Jymposiwn on Envircr.- mental Industry.Behavior IAEA, p.of Radionualides 373-384 (1973) . Released in the Nuclear l . l . II-191 __ _ , _ _ . - - - -- = - - - --
- - - ~ - -
u <, '
- 61. W. M. Lowder and W. J. Condon. " Measurement of the Exposure of Human Populaticns to Environmental Radiation." .7a:are 2Jf, 638 (1963).
- 62. R. 5. Guillon. Aercradioca ivi:y Surc:ey, Parr Area (AE'!!..~.~) .
USAEC Report CEX-63.6.2 (1966).
- 63. H. L. Beck, W. J. Condon, and W. M. Lowder. Enviromen a -
Radiation Measurements in the Southeast, Central, and :,*es:s.m United Seases. USAEC Report HASL-145, Health and Safety Laboratory, New York Operations Office, N. Y. (1964) . , l 64 Effect of the Savannah River Plane on Enviromental Radic-activicy. January-June and Juiy-Deceber 1970. USAEC Reports DPST-70-30-2 and DPST-71-30-1, Savannah River Laboratory E. I. du Pont de Nemours & Co., Aiken, S. C. (1970-1971).
- 65. H. L'. Beck, W. M. Lowder, B. G. Bennett, and W. J. Condon.
Tur: hor Studies of External Environmental Radia:icn. USAEC Report HASL-170, Health and Safety Laboratory, New York Operations Office, N,. Y. (1966). 6
- 66. United fla:icns Scisneiff c Ccmittee on the Effec:s of A:amic Radiation. 17th Session, Supplement 16, UN Document A/5:16 (1962).
- 67. Uni:sd .7acians Scian:ific Ccmi :se, on the Effects of Accmic i Radiction. 21st Session, Supplement.14, UN Oocument.A/6314 :
(1966). ns. Javannah River Sioleghal Survey, J: cts :351 .*lcy :251. AECU-:600, Academy of Natural Sciences of Philadelphia, t Philadelphia, Pa (1953) .
- 69. R. R. Sharit:, J. W. Gibbons, and S. C. Gause. " Impact and Areal Extent of Production Reactor Effluents on Vegetation in a Southeastern Swamp Forest." In ' hema! Ecoso,j.
J. W. Gibbons and R. R. Sharit: (eds.). AEC Symposi'm Series CONF-730505 (1974) .
- 70. J. Gibbons, J. T. Ilook, and David L. Forney. " Winter Responses of Largemouth Bass to Heated Effluent from a Nuclear l Reactor." .he Fregressive fish-Juleurn : J4 (2); 88 (1972).
- 71. W. E. Holland, M. H. Smith, J. W. Gibbons, and D. H, Brown.
" Thermal Tolerances of Fish from a Reservoir Receiving Heated .
Effluent fron a Nuclear Reactor. Physiol. 200;. Vol. 47, ' No. 2, p 110-113 (April 1974) .
- Il-190
r 4D e . l
. ~
- 72. ,
D. H. Nelson, " Responses of larval amphibian populations to heated effluents in a southeastern reservoir. In .hsm :I Ecology. - J. W. Gibbons and R. R. Sharit: (eds.) AEC Symposium Series CONF-730505 (1974) . 73. E. J. Christy, J. O. Farlow, J. E. Bourque, and J. W. Gibbons.
" Enhanced Growth and Body Si:e of Turtles Living in Thernal and ..
Post-Thermal Aquatic Systems." In Themal Ecology, J. W. Gibbons and R. R. Sharitz (eds.). AEC Symposium Series CONF-730505 (1974). 74 T. M. .W rphy and I. L. Brisbin.
" Seasonal movements of the American Alligator Receiving Effluent. (ALIfgator mississippiansis) in a Reservoir In Themal Foology. J. W. Gibbons and R. R. Sharit: (eds.). AEC Symposium Series CONF-730505 (1974) .
75. E. Parker, M. F. Hirshfield, and J. W. Gibbons. " Ecological Comparisons of Thermally Affected Aquatic Environments." Vasse PoItus, Control isd. 45 (4), 7 6 (1973).
- 76. I. L. 3risbin, Jr. " Abundance and Diversity of Waterfew1 Inhabiting Heated and Nonheated Portions of a Reactor Cooling Reservoir." In Themal Ecology.
Sharit: (eds.). AEC Symposium Series J. W. Gibbons and R. R. CONF-730505 (1974) . 77 R. R. Sharitz, J. E. Irwin, and E. J. Christy. " Vegetation of Swamps Receiving Reactor Effluents." Cikos OS, 7 f.1974) .
- 78. 'G. E. Anderson, J. 5. Centry and M. H. Smith. "Relationshios Species in a Contaminated Streambed Community."be Ci*<os 24, 165 (1973).
79. I. L. Brishin, Jr. , R. A. Geiger, and M. H. Smith. and Redistribution of Radiocesium by Migratory Waterfowl In-" Accumulation e habiting a' Reactor Cooling Reservoir." Jy70ai:.m on Environ- ' mental Industry.Beiuxvior of Radionuolidae IAEA, p. 373-344 (1973) . Released in :he Nuclacr II-191
i APPENOlX G METHODS FOR DETERMINING ENVIRONMENTAL AADIATION OOSE Most of the radionuclides released to the atmosphere and to , the Savannah River from Savannah River Plant operations are not detectable by routine environmental monitoring due to the very !cw levels of released material. Therefore, mathematical models were developed to predict the fate of the radionuclides in the environ-ment and the subsequent dose commitment to offplant population groups. A number of pathways (or vectors) have been identified by which radionuclides are introduced into or may affect the human body. These include air, drinking water, transfer in food crops, external radiation from deposited radioactivity, etc. , and are included in the model. These same vectors are analyted in the routine environmental monitoring program and verify that the math-esatical models do not underestimate the population dose commit. ment. Because population dose cannot be measured (again because of the very low levels released, but with the exception of tritium which is released in quantities sufficient to measure the dose), the dose estimate calculated by the mathematical model cannot be attributed to have a high degree of precision; however, it is esti-mated that actual dose would not be less than one-half nor more than twice the dose figures given. COSE CCMMITMENT , . - As used in this appendix, " dose commitment" means radiation dose equivalent that will be received in a 70-year Itfetime oy 1 population groups as a result of a given release of radioactive materials to the environment. This includes commitments from: e External dose from radioactive materials in the ats.osphere and on the earth's' surface, e Internai dose from radioactive materials entering the human body. Vectors that do not result in significant doses to the popu-lation groups discussed in this statement are not included in the asthematical acdel. For example, global recycling of tritium, carbon-14 and krypton-85, after mixing with the earth's atmosphere, is not considered; the subsequent dose to the population groups discussed in this statement is significantly less than the initial dose from the release of these nuclides, i G-1 l
- - . ---.- _ - . - - - = - - . .- -
. i 1 <
*1 L
i POPULATION It is estimated that the population groups considered in this report have increased about 10% during the period of SRP operation. However, all dose consiement calculations in this , report assume a constant population size, based on the 1970 cen- ! sus. This was done to simplify population dose calculations and
' is a reasonable approach considering the -degree of precision of population dose calculations. The population doses calculated for the years prior to 1970 will be conservative (overestimated) due to the population increase since that time. The population l distribution is shown in Figure G-1. .
i 00$E VECTOR MODEl.S ( r i For members of the public to be exposed to radioactivity j eleased from SRP, the radioactive asterial sust be transported to the recipient population groups. The two basic transport j media for SRP releases are air and water. From these arise numer- i i ; ous exposure vectors.
- Fourteen vectors were selected for atmos-
~
pheric releases (Figure G-2) and sixteen vectors for liquid re- !' leases (Figure G-3), based on a study of demography, meteorology, i topography, and agricultural practices. The numbered lines on ; the model diagrams are for purposes of identification and ecm-pilation of data and will be described in the sections which dis-cuss each model. I ! ATMOSPHERIC RELEASES i ! The calculational technique used for determinin dilution or dispersion of radioactive gases, vapors,g atmospheric ] is described in Appendix F. These procedures provideand particles the fo11cw. ! ing data for each rs.lionuclide released to the atmosphere: 1. ! Integral external gamma dose from passage of gamma-emitting ! radionuclides in the atmosphere. (The
- material may either by overhead, i.e. , passage of radioactive !
a plume that has not reached ground intercept, or at ground level, where it sub " ; merges a recipient in a radioactive cloud.) Unco 111ded gamms i photon energy flux is corrected for buildup for the two con-ditions of passage, h addition, provision is made for calcu-i lating gamma dose from radioactive daughter nuclides born in
- transit. Calculations are made for each radionuclide in sit-teen 22.5* a
- imuchal sectors and twenty 5-km radial increments
! from the geographic center of the Savannah River Plant, a total i of 320 locations (Figure G-1). i 4 ,
. ' '1
. l
- G-2 '
t i t o
- 2. Integral air concentrations [(Ci-sec)/ml] of each radionuclide at the 320 locations described in 1.
- 3. Integral areal deposition ((Ci-sec)/m s] of each radionuelide at the 320 locations described in 1. This is not applicable to noble gases.
For each radionuclide released, a dose conversion factor was calculated for dose vectors shown in Figure G-2. These factors are in terms of integral lifetime dose 70 years) per annual average air 2concentration [ rem /(Ci-yr/m()) .snd areal deposition (res/(Cl-yr/m ) . the dose convers) ion factors are divided by 3.15 x 10' (sec/yr'In t to be compatible with units of integral air concentration 8 ((Cl-sec)/m ) and integral deposition (C1)/m2 , the output forms of the atmospheric dispersion calculations. The dose con-version factor, so modified, is used as a multiplier with output from the dispersion program. The lifetime dose commitment from each radionuclide released can be calculated for an individual at each of 320 areal segments (20 radial increments,16 2:imuchal sectors) within 100 km from the geographical center of the plant. This represents a land area in a circle extending 50 miles from the plant perimeter. Individual dose data for each areal Jegment is multiplied by the number of people in each segment, and the resultant doses from each of the 320 radial increments are su=ed to obtain total man-rem dose commitment. Provision is made for calculating whole body dose, skin dose, critical organ dese, and identification of the critical organ. External gamma radiation dose from airborne activity (vector 01, Figure G-2) is calculated by use of dose conversion factors that are a function of the gamma energy being considered. Pro-visions are made in the %%RDI program to calculate external gamma cicud dose from library data obtained from processing the meteorological data for various gamma energies. Figure G-2 shows diagrammatically the vectors selected for use in the SRP atmospheric release model. A description of each follows: 01 Irtsmal Ocma ;~4ad a F1w s. This represents penetrating . whole body gamma dose from submersion in an atmosphero ;on-taining radioactive materials or from passage overhead of 1 plume containing radioactive materials. 02 Errenal Seta CIoud. This represents beta skin dose from submersion in an atmosphere containing radioactivs matorts.s. Because of the short range of beta particles in air. bcu ; skin dose is not calculated for overhead passage of a plume where the receptor is not submerged in the plume. G-3
l 03 I::ar-a! Gc a Caposi icn. This represents penetrating whole body gamma dose at 1 meter above ground level from radioactive materials deposited on the surface of the earth from passage of a cloud or plume containing radioactive materials. At each of the 320 geographical locations for which this is calculated, the surface deposition is treated as an infinite plane source uniformly contaminated. Un- ; collided gamma photon energy flux is corrected for buildup. 04 I::arnal B4:a Deposition. This represents beta skin dose from radioactive materials deposited on the surface of the earth. Dose calculations are based on a finite plane disk source, uniformly contaminated; and the radius of this disk depends on the range of the energy of the beta particles for each radionuclide. The vectors for external radiation, 01 through 04, do not take into account variables which attenuate the dose, such as shielding afforded by occupancy in buildings, reduction in beta dose by clothing worn, or roughness factors for the surface on which the radioactive materials are deposited. The beta skin dose is calculated at a skin depth of 0.07 cm (7 mg/cm 2) and thus
- overestimates exposure of the lens of the eye. The integrated beta depth dose to the testes was calculated, but was so small (less than 20 of the skin dose for the highest energy beta :on-sidered) that it was not included as an organ dose vector.
05 :n:ar~.at Case - Critical Crgan - Enhala:i:n. This rep.e-sents the internal dose to the critical organ for each radionuclide that is taken into the body by inhalation. Dose is calculated as lifetime (70 years) commitment from an integral uptake of radioactive material. C6 *n :arnal Cosa - hola Scdy - Enhalation. This is the same as vector 05 except it treats the whole body as the criti-cal organ. Calculations use the simplifying assumption that the radionuclide is distributed unifor.nly throughout the human body. In those cases where distribution is not uniform or is unknown, the dose so calculated is tonserva-time (overestimates the body dose). This method is also used in other vectors for internal dose where whole bod 9 is treated as the critical organ, i.e., vectors 08, 10, 12, and it. 07 In:arnal Case - Critical Organ - Deposition - Ccmasti: Watar
..pp l y . This represents integral dose to the critical organ received from consumption of surface water supplies, i.e. ,
lakes, ponds, and streams, which have been contaminated by , deposition of radioactive materials from aircorne radioactivity. G-4 ,
I This is not an important vector in the areas contiguous to l the Savannah River Plant because most domestic watar is obtained ' from deep walls or from the Savannah River upstream from SRP, ' The Savannah River upstream receives its water from a vast ! water shed extending to the Appalachian Mountain chain to the west, an area so distant that aerial deposition fro- SRP releases can be ignored. 08 in:grnal Does - Yncle Ecdy - :epcsition - Domestic *v'c:er Supply. This is the same as vector 07 except it treats the whole body as the critical organ. 09 In:ernal Ccse - Critical Crgan - Consump icn of 7ege:a:icn Con: ining Radicactive Materiais. This represents integral dose to the critical organ received from consumption of vege-cative farm crops which contain radioactive materials as a result of foliar deposition and apeake from the soil. This vector contributes a very small portion of the population exposure because of the nature and quantity of releases of radioactive materials from SRP. 10 In:grnal Dose - Whcle Body - Conswrption of Vege:::icn Containing Radiccative Mc:erials. This is the same as vector 09 except it treats the whole bod- as the critical organ. 11 :ntern:L :cse - Cri:ical :rgan - Ccnswc:icn of year ?~herc Ccn:cining Scdicactive Maravicts. This represents incezral dose to the critical organ from consumption of meat products from herbivorous animals which have been fed on ve*2etative crops containing radioactive materials of SRP origin. This vector contributes a very small portion of the pooulation exposure because of limited production of meat products in the near vicinity of SRP and because of the nature and quantity of radioactive materials released. 12 Intern =2 Ccse -incle Ecdy - Ccnsump:icn of "ect Fred:ars Con:cining Radiccative Mc:eriais. This is the same as vector 11 except it treats the whole body as the critical organ. 13 In:ernal Dose - Critical Crgan - Milk Ccnstcc:icn. This represents integral dose to the critical organ received frtb consumption of locally produced milk. Exposure is via the forage-cow-milk pathway. This is an important vector for three of the radionuclides released at SRP, tritium, iodine-129, and iodine-131. 14 In:ernal Dcse - Vncle Ecdy - Milk Const.mp:icn. This is':he same as vector 13 except it treats the whole body as the critical organ. G-3
l For vectors 07 through 14, population dose calculations de-l pend largely on environmental monitoring data, i.e. , analysis of foods available to the public. The dose model can be used to calculate specific individual dose commitments to persons who produce and consume their own food at any of the 320 geographical locations included in the computational program. It is for this group, i.e. , small farmers, that the data for individhc! dose commitment apply. i l All possible dose vectors have not been included in the dose model for atmospheric releases, but no important vectors have been omitted. Table G-1 presents a computer-calculated summary of man-rem doses for all radionuclides released to the atmosphere in 1975. The summary shows cumulative dose by radial increment from 20 km (plant perimeter) to 100 km (50 miles from the plant perim-eter). Table G-2 shows dose contributed by individual radionu-cludes to population dose, to individuals, and to individual organs. An isopleth of whole body dose to the individual during 1975 from atmospheric releases is shown in Figure G-4 RELEASES TO LIQUID EFFLUENTS Radioactive materials enter the Savannah River or have the potential for future entry by four mechanisms resulting from current and past waste management practices. These mechanisms are:
- 1. Direar discharge to effluent streans. Low concentrations of radioactive materials in large volumes of water are discharged to surface . streams flowing to the river. No practical method currently exists for removing these radioactive materials be-cause they are generally aqueous fl.ows that have already been decontaminated to as low a level as practical at the point of release. Tritium (oxide) cannot be removed frot the effluents with existing technology. All of the radionuclides released in this manner are below the Concentration Guides (ERDAM 0524) at the point of departure from the SRP site and, after dilu-tion in the Savannah River, are less than 1% of the Concentra-tion Guides for uncontrolled areas.
- 2. Discharga to and retention in affluent arreams. Some radio. i active materials discharged to effluent streams do not ficw directly to the Savannah River because of retention in the stream and stream ccmponents by complex chemical and biologi-cal phenomena. Most notable is cesium-137, which is. partially retained by stream sediments, vegetation, and organic detritus.
At SRP, less than 20% of the cesium-137 discharged reaches the Savannah River during the year of discharge. The remainder desorbs over tens of years. The cesium that is not lost through radioactive decay will contribute to discharges to the river in ., future years. { G-6
- 3. Sischcrps :o seepage bcsins. Some low-level liquid wastes are discharged to earthen seepage basins to prevent surges of radioactivity in plant streams and to allow short-lived nuclides to decay. The water in these basins moves downward to the water table and then flows laterally with the ground i water to outcrop areas near or along effluent streams. The movement of radioactive materials depends on the element , i:s chemical form, and its ion exchange characteristics in the soil. Tritium (oxide) moves at the same rate as the seepage and ground water. All other elements experience travel de-lays resulting from reduction in velocity and/or immobili:a-tion by ion exchange phenomena in the soil. Delays in ::ans-port to surface streams reduce the amount of radioactivity reaching the aquatic environment by radioactive decay. Cur-rently, only tritium and strontium are reaching surface streams.
However, other very long-lived radionuclides may eventually enter the streams and contribute to future dose commitment. 4 SuricI of solid ucstas. Solid waste, containing radioactive contamination, is buried in unlined earthen trenches above the water table. In 20 years of use of burial trenches, very litti'e radioactivity other than tritium has been detected in the ground water. Some of the moderately long-lived radio-nuclides such as Sr may reach the water table, but should decay to background levels within 100 ft of the point of entry into the ground water. The inventory of tritium in the ground water is 5 x 10* Ci, and the projected population dose af er migration to the nearest stream is less than 1 man-rem. I-is estimated from measurements that the fastest moving radio-nuclidic compound, tritium oxide, would take approxim'ately ~0 years to reach a stream, once it has reached the ground water beneath the burial trenches. 98*4 of the long-lived ::ans-uranium elements in solid waste are buried in concrete con-tainers for future retrieval and should not contribute to future population dose commitment. The four mechanisms of release cannot be mathematically modeled with a satisfactory degree of precision because of many unknown parameters and variables in ground water and surface water transport of radionuclidic compounds. An aqueous transpor: model is being developed with the intent to be combined with a . dose vector model (Figure G-3); these medels will be used as a predictive tool for waste management programs. As in the atmospheric release model, dose factors were cal-culated for each radionuclide for each important vector in terms of integral dose commitment per integral radionuclide concentra-tion { rem /((Ci-yr)/m } }. When used as multipliers for concentra-3 tions of radionuclides in the various aqueous vectors , :ne dose G-7 l l
commitment to critical population groups can be calculated for each radionuclide. Sixteen vectors are shown in the liquid re-lease model. A description of these vectors follows: , 21 In:ernal Dose - Critical Organ - Un:vected River Wa:er Consumption. This represents the integral internal dose to the critical organ for each radionuclide that is taken into the body by ingestion of untreated river water. No such population is known to exist and is included primarily to represent a maximum dose possible from river water con-sumption. 22 Internal Dose - Wn' ole Body - Un:veated River Wa:er Ccns:cy-tion. This is the same as vector 21 except it treats the whole body as the critical organ. 23 Internal Dcas - Cri:ical Organ - Trea:ed River Water Con-sumption. This is the same as vector 21 except that it applies to customers of the two water treat =ent plants down-stream from SRP, i.e. , the Beaufort-Jasper, S.C. Water Auth-ority and the Cherokee Hill Water Treatment . Plant, Port Went-worth, Georgia. See Tables G-3 and G-4 for a description of utili:ation of water from these plants. At present, these plants are the only significant dose vector for liquid re-leases of radioactive materials.
- 24
- n:ernal Dcse - M: ole Scdy - lrea:ed River Wa:er Ccnsw ::icn.
This is the same as vector 23 except the whole body is treated as the critical organ. 25 In:ernci Jose - Critical Organ - Fish Consu~pcian. This represents integral critical organ dose from consumption of Savannah River fish. Bioaccumulation of radionuclides in fish flesh is taken into account. There is very little com-mercial fishing on the Savannah River. Thus, this vector is used only to calculate doses to individuals and is not appli-cable to any discrete population group. This vector is in-cluded in the hypothetical dose calculation to individuals but not in the man-rem calculations. 26 Encarna: ucee - Whci-: ucdy - Fish Consump:icn. This is the same as vector 25 except.the whole body is treated as the critical organ. 27 Inrernal Dose - Critical Organ - Consump:icn of Inriga:ed
? cod. There is no known use of Savannah River water for irrigation purposes. This vector is included only for con-sideration of potential future utili:ation of river water.
G-3
+ - - -
.,w ,
28 :ncerral Dcss - Yncle Ecdy = Cons:d"p;icn of :rrigated I;:d. This is the same as vector 27 except the whole body is treated as the critical organ. 29 in:arnal Dcss - Cri:ical Crgan - Cons:<mp:icn of :iscs:cck Va:ered uich River Vater. This represents critical organ dose from consumption of meat products from animals watered with river water. This vector is relatively unimportant be-cause there are no known locations where river water is pumped for watering purposes, and the river is virtually inaccessible to livestock at most downstream locations be-cause of heavy, swamplike growth and steep river banks. Farmers in this region generally depend on wells and farm ponds as a source of water for livestock. 30 Internal Dose - Vncle Body - Cons:angtion of Lives:cck Wa:ered uith River Vater. This is the same as vector 29 except the whole body is treated as the critical organ. 31 Internal Dose - Critical Organ - Cons:c p:icn of Vege:a:ive Crcys Groun in Dredge Sediments. The Savannah River is dredged periodically to maintain a navigable channel between Savannah, Georgia, and Augusta, Georgia. Most of the dredging occurs in the Savannah Harbor where heavy silting occurs when fresh river water mixes with tidal salt water intrusion. Spoil areas for the sediments have been placed in two locations, and some farm-ing is currently done on the spoil area containing sediments up through 1957. These sediments contain Cs concentrations ranging from 0.1 to 2.0 pCi/g. Food crops grown in,the sedi-ments (corn, cucumbers, and soy beans) all contain less than 0.6 pCi/g of ll'Cs ll (sensitivity of analysis) and thus, are not a significant contribution to population dose. 32 :ncerral Dose - i.~ncle Iody - Cons:c ::icn of Vegera:ive Tr:ps Groun in Dredge Sedimenra. This is the same as vector 31 ex-ept the whole body is treated as the critical organ. 33 E.:ern.=i Gam Dose - lA:cle Ecdy and Ex:ernal Ee:a :cse - 3":in. 34 35 These vectors are to account for direct radiation received from submersion in river water (swimming), living or working 36 at water surface, and living or working near exposed river bank and dredge sediments. 37 All of these vectors soply to individuals rather than population groups. During 1975, the only liquid release vectors affecting large population groups were 23 and 24, treated wnter consumption. The man-rem dose estimates for these vectors for customers of the Beaufort-Jasper, S.C. , ' Water Authority and for the Cherokee Hill Water Treatment Plant, Port Wentworth, Georgia, were calculated G-9 - i L
l l i based on calculated concentrations of radionuclides in treated ; water in 1975. DOSE CALCULATIONAL TECHNIQUES Techniques for calculating dose were patterned after methods used by the ICRP. 3 '" Standard man data were used except where infants were critical members of the population. Equations were derived to provide a facter for converting integral concentra-tions of radionuclider in various media to lifetime dose commit-ment via the various vectors. Dose factors for atmospheric vec-tors are shown in Table G-5 and in Table G-6 for liquid release vectors. The method for calculating these factors is illustrated in this section by showing the derivation of some of the equations for atmospheric vectors. Internal Dose: The dose rate to an organ or to the body is a function of the amount of radioactive material present. The amount q of radioactive material in the body at any time t can be expressed as
.A.'
qg = q,e (G-1) where q = amount of radioactive material in the body at time t q = initial amount of radioactive material (initial uptake) o A = effective decay constant for the radionuclide, days ~l The integral amount of radioactive material in an organ or the body can be obtained by integrating equation G-1 Q=q 9 o e'*dc=q,(~* ) (C- 2) For the inhalation route of uptake, the 70-year dose commit-ment can be calculated, using Equation G-2. t ( 365 ) ( 2x10 ') (C ) ( f ) ( 3. 7 x10') ( c ) (1. 6x10-* 1 (8 . 64x10')
- D sera =
(100)(mi(A) 77 , ,-2.555x10'1 ) , 3.7x10**fCc 77 _ ,-2.555x10'\) (G-3 ) , G-10
where 365 = days /yr - 2x10 # = inhalation rate, ec/ day C = concentration of radionuclide in air, 3 uCi/cc (or Ci/m ) f = fraction of radionuclide inhaled that reaches organ of interest 3.7x10" = dis / (sec-uC1) c = effective energy in organ of interest, MeV 1.6x10 = ergs /MeV 8.64x10" = sec/ day 2.555x10" = days in 70 years 100 = ergs / (g-rad) m = mass of organ of interest, g A = effective decay constant, days't To obtain a dose commitment conversion factor, Equation G-3 is rearranged: O c A Cl ~ * ) (G-4 Equation G-4 applies to any organ except the G.I. tract. The dose conversion factor, for any mode of uptake, can ce gen-erali:ed by: D = Kfc (1 - e-2.555x10* A) C mA >u-a, where K = a constant related to rate of intake. Some values of K used in derivation of Jose contarsion fac-tors are Listed in Table G-7. Dose calculations for the G.I. tract are treated separately from other body organs because the various portions of this system are subject to a relatively constant elimination rate and ate ex-posed to radiation only during passage of the contents. From ICRP,3 do'se conversion factors for an integral intake were derived. G-11 l
Dose " f I ( 3. 7 x10 ' ) (8. 64x10 ' ) ( 365 ) (1. 6x10 ~
- 1 ( c ) (dr i0' e '1 De= C 1
(2) (100) (m) (d;/T)
=
9.3x10*fIci e 0 m where f = fraction of material reaching G.I. tract I = intake rate, al or g/ day for liquids.and foods and ec/ day for inhalation c = effective energy in critical section of G.I. tract, Mev m = mass of contents of portion of G.I. tract considered, g T = residence time in portion of G.I. cract involved, days Ao = radioactive decay constant, days-* t = cime for ingested material to reach portion of G.I. tract considered; e~A C C = 1 for half-lives greater than 4 days Eaustion G-6 can be simplified to account for different modes of intake, i.e. , D = Kf c e' o *
- c m (G _,)
where K = a constant depending on mode of intake i 1 Values for K for the G.I. tract are given in Table G-3, Values for constants for various portions of the G. I. tract are listed in Table G-9. E.tternal gamma dose from submersion is calculated in the ; meteorological program which takes into account dose from sub- I mersion and/or dose received by passage overhead of a plume of j radioactive gases (before ground intercept) . Skin dose is equal I to whole body dose when the radioactive material approaches the recentor to nearer than 10 m because irradiation is then from gammi only. For submersion, skin dose increases significantly . because of the contribution of beta radiation. In.the case of G-12 L
I l submersion, the receptor is assumed to be at the center of a , hemispheric cloud having a radius equal to the range of beta particles. This method is the generally accepted practice.'8 5 The dose factor for beta irradiation by submersion in air can be derived as follows. To obtain total skin dose, the gamma dose (calculated in other parts of the program) is added to the beta dose obtained from Equation G-8. Radioactive materials deposited from the atmosphere on dairy pastures enter the grass-cow-milk vector. For two of the more important radionuclides released at SRP, tritium and iodine-131, reasonably consistent relationships have been observed between the concentration of these nuclides in air and their concentration in milk. The relationship can be expressed as fo11cus:
=
C3 (CF)CA (C-9) where C, = concentration in milk, Ci/t CF = concentration factor
~
CA = concentration in air, uCi-sec/cc (or Ci-sec/m ) The value of CF for tricium is 30 and for iodine-131 is 500 for chronic releases encompassing a wide range of meteorological conditions.
** = c (1. 6 x10-* ) ( 3. 7x10 * ) (8. 64x10 ') ( 36 5 ) (1.13 )
D.
=
(1.293x10-')'100)(2) (G-8)
= 8.16 x 10*c where -
.1.13 = Pa /Pe = stopping power of air relative to cissue 1.293x10-' = density of air (STP). g/cc 2 = correction for cloud bef;g hemispheric l
G-13 _ ._ _ ___ ~,
.I
>1 iI l
The atmospheric dispersion program assumes a deposition ve-locity of I cm/sec for both of these nuclides. From this, the following relationship is obtained: . C3 = 100 C d (G-10) where ep sition, C Um 2 Cd = areal Substituting in Equation G-9 C, = 100(CF)Cd (~ ) Equation G-ll can be used in calculating the dose from * * *I and 'M by the grass-cow-milk vector as follows: . (365)(1)(100(CF)C d ](3. 40 9 (c)(8.6M09 G.M09 W Dose = (100) (m) ( A) 1.9x10 * * (CF)C d mA where 1 = milk intake, 1 t/ day 100 (CF)Cd = concentration of nuclide in milk, Ci/l (from' Equation G-11) 3.7x10** = dis /(sec-C1)
- Equation G-12 can be rearranged to obtain a dose conversion factor as follows:
Dc = Dose ,l. W " E cf (c.13 ) Cd M i For the special cases of tritium and iodine-131, Equation ; G-13 becomes* ' I
ef De ('H) = 5.7x (G-14) and De f astI) " 7.6x10*'ef d (G-15) '
i l 4 G-14
- -- - . .. - - ._ - . ... ___.\
The grass-cow-milk vector for radionuclides released,in par-ticulate form was adopted from a method developed at LLL,' i.e., (365)(I)(C )Id m) (f ) (c) w (UAF) (3. 7x10 ") (1. 6x10-* ) (S . 64x10' ) (100)(Lp )(m)(Ay )(A ) (G-16) 2
. 1.9x10 * (1) (C d ) (Im ) I w)f")(UAI)
(Lp)(m) Ay A, where 1 = milk intake,1/ day Cd = integral areal deposition on forage, Ci/m* f 3= fraction of radionuclide ingested by cow appearing in milk fy= fraction of radionuclide ingested by man appearing in organ UAF = utilized area factor, m*/ day (area utill:ed by foraging cow) Lp= volume of milk produced per day by cow, 1/ day -
= = mass of organ, g Ay
= effective decay constant on forage, days-*
A, = ef(active decay constant in critical organ, days-* By rearranging Equation G-16, the dose conversion factor is obtained: 1.9x10**f mV f CUAF 0 = 2211 . cc_t;- c Cd 'p 2Av^e ' 1 G-L5
For dairies in the Central Savannah River Area, the UAF averages about 30 m2 / day and the L averages 16 1/ day. Cows are on forage throughout the year, butEtheir diet is supplemented with , imported corn and oats (about 50% supplement by weight in spring and summer months and 35% during fall and winter). It is assumed that the UAF remains constant throughout the year. Using these values, Equation G-17 becomes: 1 18 3.6x10 aw ffc i De= ,x 3 (G- 18) y e VARIATIONS FROM THE DOSE MODEL Dose calculations for the long-lived radionuclides carbon-14 and iodine-129 require the use of different techniques than those normally used for other radionuclides released to the environment from SRP operations. The modifications are necessary for calcu-lating plant boundary dose to individuals and dose to the popula-
. tion within 100 km because transport data and dose conversion fac-
- tors for these radionuclides are not available at this time to
. permit use of the " vector model." A conservative approach, called variously the " specific activity model" or the " equilibrium ratio model" is used. This approach assumes that carbon-14 and iodine-
.- 129 mix with their naturally occurring isotopes in the atmosphere, and that the presence of the SRP-made nuclides in man's body in-stantly comes into equilibrium with the ratio of SRP-::ade nuclide to natural nuclide abundance in the atmosphere. The bases and assumptions used for calculating dose from carbon-14 and iodine-129 are described in the following sections.
Carbon la Carbon-14 (half-life = 5730 years) is produced in SRP reac-tors ay various reactions in the fuel, coolant, and core construc-tion materials. The reactions accounting for most of l'C production are: U' .,n ,2 ) C
N (n ,p) L*C 13 C (n,y) I'C The (n,a) reaction with naturally occurring l'0 (0.039',) present in the heavy water coolant accounts for most of the * *C produced ,
at SRP. The nitrogen occurs as an impurity in the fuel, as dissolved G-lo i
gas, as nitric acid, and as impurity in the core material. :;at - ural carbon-13 is a minor constituent present in structural mate-rials of the reactor and its core. A small fraction of the carbon-14 produced at SRP is released to the atmosphere as l'CO2 and C0 from the production reactors and from the fuel and target chemical processing areas. These gases mix with natural carbon-12, 13, 14 present in the atmosphere, and then enter the world's carbon cycle. In the carbon cycle, the radiocarbon (man-produced and natural) and the natural nonradio-active carbon are incorporated into living material. After suffi-cient time has elapsed, the ratio of radiocarbon to total carbon in living matter will approach equilibrium with the ratio exist-ing in the atmosphere, provided the ratio in the atmosphere is a constant over long periods of time. For purposes of calculating dose to individuals and the popu-lation within a 100 km radius of SRP, it is assumed conservatively that any SRP released carbon-14 instantaneously reaches ecuilibrium in man at the same ratio as exists in the local atmosphere. The radiocarbon is incorporated in the tissues of man through ingestion of food and inhalation of CO and CO 2 in the air. For car:on taken into the body in this manner, the ICRP 3 suggests an effective half-life in the body of 10 days, or a mean life of 14.4 days. This half-life would appear to be too short for the " equilibrium ratio model" because it may be assumed that a small fraction of the radio-carbon replaces nonradioactive carbon in organic matter in human tissues. Therefore, it is assumed arbitrarily that the lifetime dose commitment from radiocarbon in the body is two times the dese received during the year of release of carbon-14 from SRP. MonitoringmeasurementsshowSRPreleasesaverageabout 36 Ci/yr of carbon-14 to the atmosphere in the form of 'C0 and CO: (primarily as CO 2) . The calculated annual average concentration of carbon-14 in air at the plant boundary is 2.3 x 10- 1 _Ci/cc. The average concentration of natural carbon in air (as CO and CC:. is 1.56 x 10 7 g/cc. Thus, the SRP-released carbon will be present in air at the plant boundary in the ratio of (2.3 x 10- _Ci/cc): (1.56 x 10-7 g/ce) or 1.47 x 10 7 'aci l'C/g of total carbon. This is the average at the plant boundary during the year of release. If it is assumed that the 1.26 x 10' g of carbon in the total body of " standard man" instantaneously reaches equilibrium with the ratio in air, it can be calculated that the total body of man con-tains an' equilibriu= content of 1.85 4 10-3 uCi of C. This would result in a whole body cosa of 0.025 mrem during the first year, , and a lifetime dose commitment of 0.052 mrem (assuming lifetime dose commitment is twice the first year dose). The average dose commitment to individuals in the population within 100 km of the center of SRP was calculated to be about 196 l G-17
9 t of the dose commitment to the individuals at the plant boundary by methods described in Appendix F. Thus, the population dose within 100 km can be calculated: - (0.052 mrem)(0.29)(668,000 persons) 1000 mres/ rem = 10.1 man-rem Carbon-14 is also produced in nature, primatily by the (n.p) reaction on nitrogen in the upper atmosphere. An estimated in-ventory of 2.4 x 10' Ci of I'C exists in the environment from natural production. This material is in equilibrium, %90% in the deep oceans below 100 meters, %2% in the atmosphere, and %8% in the surface waters, sediments, and biosphere.# An additional 6.4 x 10' Ci of 1*C has been nuclearweaponsthrough1971.producedbyatmospherictestsof The presence of naturally-produced carbon-14 in man's body results in an annual dose of 1.02 mrem.' Thus, the population within a 100 km radius of SRP , receives an annual dose from natural carbon-14 of: (1.02 mrem)(668,000 persons) = 681 man-rem 1000 mrem / rem 1 The estimated population dose commitment of 10.1 man-rem from a year of operation of SRP is about 2% of the annual dose from natur-ally occurring carbon-14 Based on recent measurements correlated to SRP reactor oper-ating history, it was calculated that a total of approximataly 2139 Ci of carbon-14 was released to the environment since startup of SRP, resulting in an estimated maximum whole body dose commit-ment of 1.5 arem to an individual at the plant boundary and a popu-lation dose commitment of 291 man-rem. This population dose is about 24 of the 22-year dose from naturally occurring carbon-14 i r Iodine-129 ' Iodine-129 (half-life = 1.59 x 107 years), produced as a fissien product in reactor fuels and targets, is released to the at=osphere from fuel and target element chemical processing areas and mixes 1 with the natural iodine-127 present in the atmosphere. The major j vector for exposure of man is the grass-cow-milk chain. Minor vec- l tors are. vegetative food crops, seat from herbivorous animals, and ; inhalation. Vegetative food crops contain iodine both from foliar deposition and from root uptake from the soil, the forned being more a important during initial release but the latter probably important over extended periods of time because of the very long half-life of iodine-123. Little is known about the ultimate cate of iodine-129 in soil, but it is expected to migrate to the ocean and be diluted - with the large inventory of natural iodine-127 G-13
Iodine-129 releases to the atmosphere from SRP have not been routinely monitored because~ the low specific activity of this nu-clide (1.73 x 10 ' Ci/g) and.the low energy of radiations emitted during decay (oeta-0.14 MeV, max, gamma-0.03S MeV) make accura:e i i measurements difficult. However, short-lived iodine-131 is meas-ured routinely and efficiency of removal of this nuclide from i ventilation exhaust (discharged from 200-ft exhaust stacks) has been determined for the various methods used at SRP for chemical processing of reactor fuels and targets. During the period from 1954 through 1975, an estimated total of 4.3 curies of iodine-129 was released from exhaust stacks to the environment, based on iodine-131 removal efficiency for each chemical process and cal-culated amounts of iodine-129 that entered each process. If this material were released uniformly over 22 years of operation, the average annual release would be 0.2 Ci. At this rate of release, the concentration of iodine-129 in air at the SRP site boundary 1 would average about 5.9 x 10' 7 uCi/cc or 3.4 x 10-13 g/m (no: 3 corrected for depletion by surface deposition). This would mix with stable iodine-127 in air, which is typically present in con-centrations of 10-8 to 10-' g/m in this area. Thus, taking 3 the mid-point of this range, the ratio of * *'I/ t z7 I in air at the clant boundary would be about 6.8 x 10-5 . Ratios of up to 1.2 x 10-1 were measured in grass and 4 x 10-' in soils at the plant boundary in 1971.18 Because cattle consume large quantities of pasture foods, bovine the '*'I/thyroids 17 should be good indicators of :he uoper li=i: of I ratio in foods. Ratios of 0.3 x 10-I (South Caro-lina average) up to 3.5 x 10-' have been 31 measured in bovine thy-roids obtained from 1ccations near SRP (samples taken during 1966-1963). Because grass and bovine thyrcid samples were not taken at the same time or place, the conservative assumption is
' made that bovine thyroids will approach the maximum ratio of 12'I/ 127 1x 10-',I found in grass near the plant perimeter, i.e., acout If it werethat thyr 6id approaches further assumed that the ratio in man's in cattle, the dose would be 0.3 mres :o an adul: thyroid and 0.20 mrem to an infant thyroid per year ,
(dose calculations based on: adult thyroid mass = 20 g, total iodine centent = 0.007 g, infant thyroid mass = 2 g, tet-1 icaine content = 0.00013 g).' In the equilibrium ratio model, the dose to an adult's thyrcid is higher than the dose to an infant' = "
- thyroid because of the greater otal iodine (and Ladine-129.
- :n-centration per unit mass of thyrcid tissue. A large degree of conservatism is inherent in the calculations. The dose calculated by this approach is highly unlikely because man receives much of his iodine from sources other than local food croos, i.e. , Lodi:ed table' salt, imported foods , etc. , and the 1 'I/ * 'I ratio in man's
- nyroid would be lower than in bovine thyroids, ibwever, for con-servatism it was assumed that the thyroid dose at the plant perim-eter is 0.3 mrem per year (for a 0.2 Ci release). The annual dose l
G-19
- - ~ .
,. -, ,--,---.c.----,.-,,n. -, .-
1
~l 1
i to the individual thyroid at the plant perimeter from the 1975 release of 0.14 Ci is 0.56 mrem. . At this time, not enough is known about the long-term behav-ior of iodine-129 in the enviromnent to make estimates of life-time dose commitment. However, because of limited residence time in 127 the thyroid (half-life 138 days), dilution with natural stable I, and downward migration out of root :enes with rainwater in-filtration, residual effects to the surrounding population from the small releases of tzsI are believed to be much smaller than the estimated doses during the year of release. The theoretical cumulative annual thyroid doses from release of !*SI to the at-mosphere from SRP from 1954 through 1975 are calculated to be: Individual at plant boundary 17 mrem Average individual in 100 km radius 3.4 mrem 100 km population 2242 man (thyroid)-rem I -
*9 Y b 9
G-20
REFERENCES FOR APPENDIX G
- 1. Recommenda:iens af :he Interna:icnal Ccmiasicn cn Radic:cgi-cal Procaccion. ICRP Publication 9, Pergamon Press, New York (1966).
- 2. W. L. Marter. Radicac:ivity from SRP Cperations in : :xn-stream Savannah River Suamp. USAEC Report DP-1370, E. I.
du Pont de Nemours, Savannah River Laboratory, Aiken, SC (1974), pp 36-38.
- 3. " Report on ICRP Committee II on Permissible Oose for Internal Radiation (1959)." Sealth Physics J,1 (1960).
4 Alkaline Earth Metabolism in Adult Man,1 report prepared by a task group of Connittee II of the International Commission on Radiological Protection, ICRP Publication 20 (1972).
- 5. Nececrology and Atcmic Energy. USAEC Report TID-24190, Oak Ridge, TN (1968) .
- 6. E. H. Fleming. Methodology for Ccmpu:ing Pc:encial Radia:icn Ccse Oc Man from Nuclear Excavarian Pro,fects. USAEC Report UCRL-50990, University of California, Lawrence Radiation Lab-oratory, Livermore, CA (1971).
- 7. A. W. Fairhall, R. W. Beddemeier, I. C. Yang, and A.,W. Young .
USAEL Report HASL-242 (1971) . S. B. Kahn, et al. USEPA Repor: RD fl-1. '(1971).
- 9. Repor: of :he United Nations Scisn:ific Comi::ee en -he Ef-fac:s of A:cnic Radia:icn, New York 1962. Official records of the General Assembly, Nineteenth Session, Supplement No.
14 (A/ 5814) .
- 10. F. P. Brauer. Inviromental Iodine-129 Measure ents. USAEC Repor: SNWL-SA-a983. Presented at the Nuclear Methods and Environmental Research Second International Conference, Colum,,
bia, MO, July 1974 To be published in the proceeaings of :he ConferenCC.
- 11. F. P. Brauer, J. K. Soldat , H. Tenny, and R. S. Strebin, Jr.
Ja: ural Iodine and Icdine-l29 in Mammalian :'hyroid: and in-viromen:al Samples 1. ken from Lcca:icns in :he llni ed 3:a:es, USAEC Report BNWL-SA-4694 Also published as Paper :AEA-SM-130/34 in the proceedings of an IAEA Symposium, invir:n n::: Sarveillance Arcund Jaclear Installa:icns, held in Warsaw, j Poland, November 5-9, 1973. G-21 l E.
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l TABLE G-3 ' BEAUFORT-JASPER WATER AUTHORITY WATER TREATMENT PLANT Water Treatment Capacity: 50,000,000 gal / day Communities or Population Groups Served Parris Island Marine Corps Recruit Depot U. S. Naval Hospital, Beaufort, S. C. Marine Corps Air Station, Beaufort, S. C. Laurel Bay - Federal Housing Project Beaufort, S. C. Port Royal, S. C. Chelsea and Chechessee Water Co. Number of Consumers based on 1970 Census: 50,000 i Source of Information: - Beaufort-Jasper Water Authority Box 275 3eaufort, S. C. 29902
*t e
G-24
TABLE G-4 CHEROKEE HILL WATEP TREATMENT PLANT PORT WENTWORTH, GA. Water Treatment Capacity: 45,000,000 gal / day A=ount Used, Customers (Primarily Industrial) gal /mo Continental Can Corp. (paper plant) 2.7 x 10' Union Camp (paper plant) 4 x 10' American Cyanimide 1.9 x 10' Kaiser Agricultural Chemical Co. 4 x 10' Savannah Electric Co. 3.2 x 10* American Oil Co. 3 x 10*
, Georgia Port Authority? 2.2 x 10' Coca Cola Bottling Co.# . 1.3 x 10' Royal Crown Cola Bottling Co." 3.2 x 10 8 Atlantic Creosocing Co. 1.25 x 10*
Savannah Sugar Refinery 2.4 x 10' Continental Roofing Co. 6.8 x 10' Johns Mansville Co. 6.7 x 10' Chevron Oil Co. 2 x 10' Koppers Co. 4.7 x 10' Hubson Battery Mfg. Co. 1 x 10' l t St. Regis Paper Co. 8.6 x 10' Allied Chem. Co. - Indust. Chem. Div. 5.1 x 10' Estimated Number of Custc=ers Industrial Workers 1 x 10 8 Seamen (effective man-year ussrs) 2 x 10*? , 1 3everages (effective man-year users) 1.7 x 10'# Total 2 x 10-Source of Information: I Cherokee Uater Treatment Plant Port Wentworth, Georgia "
- c. Provides fresh water to incoming ships to Savannah Harbor.
Assumes 1% of water delivered is consumed by crewmen. S. Assumes 10% of water delivered is used for preparing bottled beverages. G-25
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*$ ;) l$ 11 17 1] * ]' 14 '2 f atemal f atemel fateraal fateraal fateraal fate **al fas eeaal fateraal e*=e1 Desesttton Deses t tien *ecesitton Ceoesttien Ceoosition Surface vegetaele vegetaele a'es t "ea t ester Crees Oroes 8*oeuc ts **eeuc ts 0*ootition Wik *ecos6tton via Oeouo t ea econ s t roa worn wth Nuclide Seev Organ lody Organ lody Oriaa Seisa so d, leff
.u.g 0 4 .. s e t e ' t,; e ;1'
*ag 3 o o 0 0 0
**te 3 3 2 eset, g g o 0 0 0 4
"*t este g r0 0 0 0 0 0 4
0 g o o o n '
**tt 0 0 0 0 0 0 "tret 0 0 0 0 0 0 0
**ft 1 '
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'ht s e sg, s e ste 3
east seeg i e s s., 2.s to' :.$ . toa- s.. e to" - e io" seeeg ,g (thyteld) ethyFaede 3 o 0 0 0 i s set, a 1 1 8 3 o o o 4 seeg, g a j 0 $ ' a o a '
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a.ep, s e s ,,, s.e, ' eoe3
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e I C r i G-27
TABLE G-6 COSE CONVERSION FACTORS (O c ) FOR LIQUID VECTORSS 21 22 ' Internal Internal Rt.ver Water River Water Consumotion Consumotion Nuclide Organ Body
*H 0 8.9 x 10'
**Na 5.2 x 10* (LLI) 7.4 x 10 8 "P 8.5 x 10* (bone) 3.2 x 10 8
**P 3.8 x 10*s (LLI) -
seg 4,3 x to (g.,g. ) t,t x.tos 8'Cr 5.5 x 108 (LLI) 1.5
**Mn 7.3 x 108 (LLI) 1.3 x 10 8 "Te 1.6 x 10* (LLI) 1.6 x 10 8 "Co 9.3 x 10 (LLI) 8 7.0 x 10 8 "Co 2.5 x 10*8 (LLI) 2.0 x 10 8 "Zn 7.0 x 10 (proecace) 2.8 x 10 8
- , "Zn 8 6.5 x 10 (liver) -
"Se 9.2 x 1088 (bone) 2.7 x lo s "Se 6.6 x 10 (bone) 1.6 x 10 8
Y 3.3 x 10* (LLI) 1.6 "ZrNb 1.3 x 10'8 (LLI) 2.9 "Nb 8.9 x 10 (LLI) 7.8 x 10**
"Mo 4.5 x 108 (kidney) 3.4 x 10a
' " Ru 7.8 x 108 (LLI) 3.7 x 10'
' " Ru 7.3 x 10' (LLI) 1.4 x 10 8
'**Sb 3. 7 x 10* (LLI) 5.2 x 10 8
'**Sb 7.3 x 108 (LLI) 2.1 x 10 8
'"I 4.5 x 10' (chyroid) 5.6 x 108
'"I 8.'. x 108 (thyroid) 1.5 x 108 .
'**Cs 0 4.5 x 10'
' "C4 0 2.7 x 10*
***3aLa 6.1 x 10' (LLI) 5.6 x 10 8
'**La 3.6 x 10* (LLI) 2.9 x 10~'
**'Ce 9.4 x 108 (LLI) 2.9 x 10~"
'**0e 7.3 x 10' (LLI) 1.1 x 10'
**'Ps 3.9 x 108 (LLI) 1.2 i
888'; 2.7 x 10' (LLI) 2.3 x 10 8
"* *L' 2.5 x 10* (LLI) 2.0 x 10 8 s a st! 2.9 x 10* (LLI) 2.1 x 108
" *U 2.5 x 10' (LLI) 2.2 x 10 8
***U 2.4 x 10* (LLI) 2.0 x 10 8
" "'ip 8 6.7 x 10 (LLI) 3.1 x 10"
* " Pu 3.8 x 108 (bone) 9.5 x 10 8
" "Pu 4.7 x 10 (bone) 8 1.1 x 10*
***Pu 4.6 x 108(bone) 1.1 x 10*
* * ' .us 2.2 x 108 (kidney) 2.9 x 10*
***Cm 3.4 x 10" (Lt.I) 5.9 x 10 8
***Cs 2.4 x 10 8(bone) 1.4 x 10*
***Cf 1.2 x 108 (LLI) 2.3 x 10 8
- . Dose conversion f actors are in units of rum per Ci-yr/s*
C-28
TABLE G-7 K FACTORS Vector Intake Rate / Day K Inhalacion - adult 2 x 10' cc 3.7 x 10 Inhalacion - infanc 3 x 10' cc 5.55 x 10
'Jacer - adule 1200 al 2.22 x 10' Milk - infanc 1000 ml 1.85 x 10' Food - adule 1000 g :. 85 x 10' Fish - adule 32.4 g 6.0 x 10 8 (1/2 lb/wk)
TABLE G-8 K FACTORS FOR G.I. TRACT Intake Mode Intake Rate / Day K Inhalacion - adule 2 x 10" cc 1.9 x 10 . Inhalacion - infanc 3 x 10* cc 2.9 x 10'*
'4a cer Food 1200 ml 1.1 x 10' 1000 g 9.3 x 10*
Fish 32.4 g 3.1 x 10' TABLE G-9 G.I. TRACT CONSTANTS Portion of G. I. Tract t days , days m, a Stomach (S) 0 4.17 x 10-* ISO Small Ince's cine (SI) 4.17 x 10~* 1.7 x 10 1100 Upper Large Incescine (ULI) 2.08 x 10~' 3.33 x 10~' '35 Lower Large Incescine (LLI) 5.42 x 10 7.5 x 10~' 150 G-29
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FIGURE G-1. Distribution of Population in Region Surrounding i the Savannah River Plant 1970 Census (Radial increments = 5 km) G-30
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- l l
l l 1 G-32 1 i l
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100 Em
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FIGURE G-.;. Whole-Body Dose Comitment Isopleth for Atmospheric Releases in 1975 G-33 e --
of l OPS T-81-6 43
/ -
m TECHNICAL DIVISION SAVANNAH RIVER LASORATORY October 10, 1981 E TO: E. L. ALBENESIUS FROM: J. W. FENIM0R s ANNUALSUMi1ARYOFBURIALGROUNDGRIO WELL ASSAYS - 1980 During 1980, 1180 assays were performed-on samples of ground water collected from the grid of 67 ground water monitoring wells in the original 76 acre SRP burial ground (643-G). Location of the wells is shown in Figure.1 and results are summarized in Table 1.
~~
A plot of data over the past seven years, Figure 2, shows that average concentrations have remained approximately constant;, and at very . low levels. The average alpha concentration, for instance, over the seven year period is a little less than 1/6th the drinking water concentration guide given in the ERDA Manual,
. chapter 0524. -Beta-gamma average concentration is about 1/78th ' Tritium is the only radionuclide which has exceeded the' guide.
7 drinking water levels. The ' bulk of leached tritium in groundwater within the fenced burial grund is in _ three areas. An area in the west section is shown by wells A3', AS, C3, C5, C7,;E3 and 17; a middle area is shown by wells C23, G13 and G21; and an area in the east section 4 shown by ~ wells G32 -and G34. Average - tritium concentration in the burial ground groundwater is about 23 times the drinkin'g water guide. However, .after migrating down the flow path to the i
! l I a.--. .
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[ I. L ALBENESIUS DP S T 6'4 3 outcrop, groundwater emerges from the ground at only about 4 times the guide and is shortly reduced by dilution in the stream to less than drinking water levels. Tritium Flow Path Reoair c tre*iNftrrc to p hi'n t'o Md}g@i
@$tii fnyidQcnpao id rJg;q o u r t a c egef f#Kt,g&tluff r o m ,,f;1U1!WtMebb lox-le y.e,1,__y att efM r o 6,J h.i@e.de.ofEbyZhfu rg' twa sere i rmKP; e'd GS 57oT o.ngo f -th e.ief f I u enPt y.
d
' Jyje4 75Mgy'aTeh(disrhEjesEaTnEG'm>
a agejed w theas.tr.eam sh o r ten ed ;.byabou tiSOCth( MWf~aYe3Il5Wip'aTi4froage aMg M,'6s v M f 4.b ytypa,.: c a Ily.'iCshliLEle a frTa?.: N1thnmnu,n a f mtL-i- A W mass es"M dm;$gn d t il nTe ekak(d sTi"Xt e Ely u h e mr i t i u m Ta d-b e 4 h 7 t? Yc't'e~d thermally, exchanges its residual tritium with infiltrating rainwater. This water slowly percolates to the water table and moves with' the ground water to outcrop zones or springs down the water table gradient. Fn eyer o s i o n a.o ratire7 f f l T&~nFc M h a 6n~eTItE d yati,LgeC@4f&@gga fa"6o 0 tH1000 caus
~t W6Ptb#a7dMt'liY4ndlF5FoEQy 791t'erdoMtYeNN&Dce ~R@em a tWeTMETs~as 6Mtni tiuiaVc6Fs eKlt$s Ee{mdohtiUeMiiis . Even
'ttitf@h*GaWifToT&T qu an t i ty repair of the eroded e f f~l u en t and restoration of the natural flow path was undertaken as consistent with the Plant's objective of reducing radioactive releases to the environment to levels as low as reasonably achievable.
The repair work proceeded in two stages: in the first stage, completed in May 1980, an engineered channel 2100-ft long and 30-ft wide was constructed parallel to the .erojed e f f l u.en t bed (Figure 3). rock .t_o The base of the new channel is hardened with graded inhibit erosion and preclude return of the original problem. The isolated old effluent channel was repaired in the second stages in two steps: the upper 900 ft whose bed base was still clay higher from the thcontiguous an the water ground tablesurface. was simply filled wi th' s andy with the lower 1000 ft. Stream banks were Greater care was taken widened and the bed. base, enlarged to six feet, was excavated to several feet below the eroded surface. Selected clay of low permeability, was laid into the base of the excavation in successive increments one ft in thickness. After each addition, the clay was compacted to 85% of maximum density with a vibratory compactor. The final two, feet of the excavation was completed with top soil, which was graded and planted with grass' seed fer erosion control. Repair was completed at the end of November 1980. - The effect of the repair is expected to restore ten to twen ty years to the subsurface flow path of tritium contaminated water
.a .r I
= f y' 3;
W gf . .I. .L. .ALBEN ES IUS DPST-81-643 from the burial ground. This added distance in addition to flattening the gradient of the water table over most of the distance to the burial ground is expected to virtually stop the seepage of tritiated water in the near term and to reduce the equilibrium seepage rate of tritium contaminated water to perhaps 25% of its present level one to two decades in the future. Measurements of water table changes and annual definition of the subsurface tritiated' water plume by analysis of deep soil cores are planned over the next few years to quantify the ef fect. Inventory A detailed estimate of the quantity of tritium in burial ground groundwater w a s- attempted for the first time in 1979.* This estimate used the measured area and thickness of the tritium plume plus an estimate of average sediment porosity to calculate the volume of water in the plume. The volume was then multiplied by the' observed average concentration to determine the quantity in the plume. Using this method and average yearly concentrations obvserved since 1974 produces results shown in Table 2 below. TABLE 2. Yearly Estimates of T in Burial Groundwater Averace Conc., uCi/l Quantity in Plume, Ci 1974 31.6 13,300
, 1975 94.0 39,600 58.0 24,400 1976 1977 59.0 . 24,800 l 1978 90.4 38,000 1979 .. 65.8 27,700 1980 90.0 37,900 lt is probable that the plume expands and contracts in response to varying quantities of feed received from buried wastes.
Considering such flucuations and observed flucuation's* in. concentrations plus the lack of increasing or decreasing long term t e n d's it is likely that the quantity of tritium in burial ground j groundwater at any particular time will remain in t1e range of 10,000 to 40,000 Ci. Such detailed estimates for alpha and non-volatile beta-gamma emitters is n o t- p'o s s i b l e because of lack of knowledga of the 3 dimensional space occupied by such emitters. However, the conservative estimate of 2 mci alpha and 16 mci beta-gamma given in DPST-80-266 is probably much above the actual ,qu an t i t i e s present and ,s i safe to use for environmental impact estimates. 4 .f , N)',
~
E. 1. ALBENESIUS , DPST-81-643 j Expansion of Monitorina' Grid to 643-7G During the year a portion of 643-7G. was completed and 26 ground water area. monitoring wells on _200 foot centers were installed in this years end. The wells were installed and all but 7 were developed by Results for this sys tem will be reported in the 1981 annual report of burial ground results.
*DPST-80-266- " Annual Summary of Burial Ground Assays-1979" Grid Well JWF:pmc
- Att Disc 12 ,
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r
.-- 4 DP-1G33 Distribution Category: UC-ll NUMERICAL MODELING OF GROUND-WATER FLOW AT THE i
SAVANNAH RIVER PLANT f ROBERT W. ROOT. JR. Approved by E. L. Albenesius, Research Manager Waste Disposal Technology Division Publication Date: August 1983 E.1. du Pont do fler.:cerc & Co.
'3cvennch P.iver Lcborctory All:on, SC 29C03 PREPAHED FOR THE U. S. CEPArtTMENT OF ENERGY UNDER CONTRACT DE ACO3 76SROO001
.. t.
- s ABSTRACT i
The Savonnah River Plant is a Department o f Energy facility f operated primarily to produce nuclear materials for national de-fense. Solid low-level radioactive waste generated during plant operations is buried in trenches in specific areas designated for this purpose. A three-dimensional finite-dif ference numerical model has been developed to study the ground-water flow system in the saturated zone underlying these waste burial areas. A steady-state flow model has been calibrated and indicates that the avera ge horizontal hydraulic conductivity of the underlying water-bearing formations is 1.8 meters per day (5.9 feet per day). Given the hydraulic gradients in the area, flow velocities in the range of 10 to 22 meters per year (30 to 70 ft per year) were calculated and are generally supported by aquifer pumping and tracer tests. S 1 t i NUMERICAL MODELING OF CROUND-WATER FLOW AT THE SAVANNAH RIVER PLANT l INTRODUCTION The Savannah River Plant is a Department of Energy facility located on the coastal plain of South Carolina about 32 km (20
, miles) southeast of the Fall Line (Figure 1) . The plant primarily produces nuclear materials for the national defense. Solid low-level radioactive waste generated during plant operations is buried in trenches located, in specific areas of the plant desig-nated for this purpose. These waste burial grounds cover an area of 8.1 x 105 2 m (8.7 x 106 ft2) (Figure 2) and have been receiving waste since-plant startup in 1953. Burial t renches are excavated to a depth of 6 meters (20 ft) with the trench bottom at 1 cast 3 reters (10 f t) above the mean water table. Emplaced waste is covered with at least 1.2 meters (4 f t) of compacted backfill.
Studies of the f ate of radionuclides buried with the wastes began in 1956 and continue to the present. These studies have focused on the hydrogeology of the area because circulating ground water provides the principal mechanism of 1 caching and migration of radionuclides buried with waste. Studies have included water-table shape, injection-detection ground-water velocity tracer tests, point dilution ground-water velocity tracer tests, and soil moisture studies including tracing movement in the unsaturated
- region above the water table where wastes are buried.
These studies have shown that ground water in the interstream region between Upper Three Runs Creek and Four Mile Creek (where the burial ground is located) flows partially to Upper Three Runs Creek and partly to Four Mile Creek, Most of the burial ground lies in the Four Mile Creek drainage basin. In general, water moves slowly away from the ground-water divide and than at an accelerating rate down the gradient to outcrop at the springc, swamps , and beds of the two streams.1 Rain falling cn the burial ground seeps down through the unsaturated zone to entec the saturated zone at the water table and then moves horizontally and vertically along a curvilinear path to outcrop in the springs, swamp,- and creeks. Consideration of sediment characteristics (grain size and shape, grading, packing), water-table gradients, and horizontal and vertical head distribution followed by tracer studies led to the following flow rate estimates: unsaturated zone, 7 ft/yr;2,3 horizontal rate near the water table divide (flat gradient), 3 to 7 ft/ year; halfway between the divide 'and outcrop where
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n g #M F* AREA M*A4f A H*ARga SEtpagg Sttract j 8433N3 EFFLUENT gaging 5TRCAN i L* ps FTGURE 2- Hap of Burial Ground Area,
==-
3
- l gradients are steeper, 30 to 70 ft/ year steepest gradients, up to 475 ft/ year.4; and near the outcrop under t
These estimates appeared adequate for travel time projections in dose-to-man modeling and related environmental analysis for many years but in 1978, small quantities of leached tritium from the burial ground outcropped in a shorter time than expected into a drainage ditch that had become deeply eroded by continuous flow of cooling water discharged from the F-fuel separations areas. Th is erosion had shortened the flow path of subsurface water from the burial ground to the outcrop by about 900 feet . In 1980, a new engineered drainage channel was constructed, and the eroded ditch was repaired, restoring the flow path to its original d'. stance of 1700 feet. A program of well drilling and analysis of soil corea was undertaken to provide a detailed understanding of the hydrology and water flow rates in this 1700-ft zone. At the sane time, it became apparent that a way to extrapolate known in format ion into areas where no wells were located was highly desirable. The aim was to prepare a numerical model such that coordinates of points in areas not yet drilled could be entered and estimates of ilow velocities at the points would be generated. Work describid in' ~ ~ this report was therefore undertaken in an effort to generalice and extend known information throughout the original burial ground area in the form of a numerical model. Solute transport in the ground is primarily by convective move-ment of ground water. Predicting the transport rate of a solute in the saturated zone depends on the distr bution coefficient of the i solute with the mat rix as well as the flow velocity throughout the system. Calculating the velocity requires knowing the hydraulic head, the effective porosity, and the hydraulic conductivity. The hydraulic head was measured ice many years in wells constructed in the study area, and the ef fective porosity is estimated from labora-tory tests on undisturbed subsurface sampics. The hydraulic con-ductivity, however, is more difficult to determine. Aquifer tests conducted in and around the study area provide hydraulic conduc-tivity values for portions of the subsurface. Ilowev e r, the rela-tively low transmissive capability of the shallow coastal plain sediments limits the extent of the influence of such tests. There-fore, their results may not be widely applicabic. As discussed above, the purpose of this modeling study was to develop a numerical model of the grosnd-water flow system underlying the study area, providing an approximation of the known ground-water velocity field. This was accomplished by inputting initial esti-mates of the hydraulic characteristics of the subsurface material into a finite-dif ference model of ground-water flow and reproducing observed water level distributions. The result of the calibration was a hydraulic conductivity distribution which, when coupled with the hydraulic head gradients and the effective porosity, estimated 1
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t I the ground-water velocity field underlying the area. These veloci-F ties compared reasonably well with the results of field tests. SITE CHARACTERISTICS The Savannah River Plant occupies about 770 square kilometers (300 square miles) of the Atlantic Coastal Plain. The underlying materials are largely unconsolidated and semiconsolidated sands, clays, sandy clays, and clayey sands.5 A generalized geologic l profile across the plantsite is shown in Figure 3. The uppermost g sediments belong to the llawthorn Formation of Miocene age and the Barnwell Formation of upper Eocene age (for the purposes of this f study the Hawthorn Formation is combined with the Barnwell Formation due to the similarity in lithologic characteristics).
, The Barnwell Formation consists largely of red fine to coarse claycy sand and sandy clay with a thickness of about 30 meters (100 ft). The format ion dips to the southeast at abo ut 2 meters per kilometer (10 ft per mile) and contains the water table beneath the burial grounds at a depth of 12 to 18 meters (40 to 60 feet) below land surface. All trenches excavated to receive waste are located in the Barnwell Formatioa. Hydraulic conductivitles are low, with pumping tests giving results on the order of 0.07 to 0.3 meters per day (mpd) [0.23 to 1.0 ft per day (fpd)].7 Immediately underlying the Barnwell Formation is an areally ex-tensive kaolinitic6 clay layer with a thickness of I to 3 meters (3 to 10 f t) . This clay layer, locally called the Tan Clay, to some degree retards the downward flow of water. This is manifested by wells screened above the layer exhibiting water levels one to two meters (3 to 6 ft) higher than wells screened below the layer.
Underlying the Tan Clay is the Eocene McBean Formation, which dips to the southeast at about two meters per kilometer (10 ft per mile). This formation consists of an upper part of tan clayey sand and a lower part of tan to white calcarcous claycy sand. The en-tire formation is about 21 meters (70 ft) thick. As evidenced by pumping test results, the McBean Formation has hydraulic character-istics similar to the Barnwell Fermation. Underlying the McBean Formation is an areally-extensive gray to green clay layer (locally called the Creen Clay) with a thickness of about 2 meters (6 ft). There is a hydraulic head dif ference of up to 24 meters (79 ft) vertically across this clay layer, suggest ing that it is relatively impermeable. Underly~ing this clay layer are about 235 meters (770 ft) of Eocene to upper Crett.ceous age sands and clays resting on crystal-line bedrock. The lower part of these sediments, the Tuscaloosa Formation, is a major water supply aquifer.
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The burial grounds are located on a topographic ridge which slopes to Upper Three Ruas Creek to the north and to Four Mile ; Creek to tne south (Figure 2) . The terrain on the ridge is generally flat to slightly rolling. A few small streams, mostly
' intermittent, drain the general area. Two streams which have a
. measurable flow in at least part of their courses during cost of the year are designated "F-Area Effluent Stream" and "H-Area Effluent St ream" in Figure 2. These st reams receive surface runof f from the two Separations Areas. Ptecipitation is distributed ap-proximately uniformly over the area and amounts to about 1.2 meters (47 inches) per year. I The water table (Figure 4) conforms to a subdued expression of the topography, f orming a ground-water ridge that discharges later-l ally toward the bounding streams to the north and south. The area outlincd in Figure 4 is the region modeled in this study and focuses on the flow system beneath the old burial ground. For this study area, the ground-water system is bounded on its north side by the ground-water divide separating flow between the northern and southern discharge areas. The eastern hydrologic boundary for the water table aquifer is a small stream and swamp, while the western hydrologic boundary is the no-flow condition imposed by flow approximately normal to Four Mile Creek and its adjoining swamp. The southern hydrologic boundary is Four Mile Creek. The ground-water flow beneath the old burial ground is contained within these hydrologic boundaries, which direct lateral flow toward Fou r Mile Creek. The clay layers in the subsurface retard the downward movement , of ground water, thereby causing vertical head gradients across these clays. Most notable of these are the Tan Clay and the Green Clay discussed above. Because of the presence of the Tan Clay, the potentiometric surface in the upper part of the McBean Fornat ion stands lower than the water tabic by about 1.5 meters (5 ft). Smaller declines in hydraulic head are observed within each water-bearing formation due to intercalated clay lenses. The large head decline downward across the Green Clay attests to its relat ively low permeability; therefore, the Green Clay was considered to be the lower boundary of the burial ground flow system. Figure 5 shows schematically the geologic cross section of materials underlying the gens 11 area of the burial grounds to a depth of approximately 55 meters (180 f t). The cross section shown runs approximately north to south from the old burial ground toward Four Mile Creek. Also shown are water icvels in wells screen'd in var'ous portions of the subsurface, illustrating the presence of vertical head gradients. Recharge to the water table is by downward percolation of infiltrating precipitation. This amounts to about 0.4 meters 4 l 1 i i i l 7 1 j f t 1 t i i , j v A
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(15 inches) per year. Recharge to the McBean Formation beneath the study area is entirely by leakage through the Tan Clay f rom the overlying Barnwell Formation. COMPUTER SIMULATION 07 THE CROUND-UATER SYSTEH The major purpose of this modeling effnrt was to generate the steady-state velocitics and directions of flow of ground water underlying part c:2 the burial grounds. Ground-vater velocity is determined by using Darcy's Law and by accounting for the ef fective porosity of the porous media: 4 k x h u=7e where u = flow velocity in the x-direction (L/T), k = hydraulic conductivity in the x-direction (L/T), n e = effective porosity (dimensionless), and hx = hydraulic head gradient in the x-direction (L/L). Analogous definitions may be critten for v (the velocity in the y-direction) and for w (the velocity in the z-direction) . In order to define the flow directions and rates in space the effective porosity, the head gradient, and the hydraulic conduc-tivity must be known throughout the system. The ef fect ive porosity has been measured in soil cores to be on the order of 0.25; this value is applied to the entire porous media. The hydraulic head has been measured for the water table and the upper part of the McBean Formation for a number of years. The heads vary due to climatic factors such as rainfall and evaporation. Because a steady-state solution for the velocity distribution was sought, the water levels neasured in each monitoring well were averaged over the entire available period of record. The resulting averaged water table distribution and upper McBean Formation potentiometric surface were taken as being representative of steady-state condi-tions. Water level maps were made and are shown in Figures 6 and 7 The final term necd'ed for the velocity r.alculation is the hydraulle conductivity distribution. The subsurface materials underlying the burial grounds were deposited in a variety of sedi-mentary environments, including nearshore and estuarine. As a result, the hydraulic conductivities vary considerably due to the I f ( N o 245 m I 71.5 m s 73.0m 74.5m i
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i presence of interlayered sands, sandy clays, claycy sands, and clays. Pumping tests have provided some scattered values of the i hydraulic conductivity for limited portions of the subsurface ' material. These were used as initial inputs to the flow model. Laboratory hydraulic conductivity tests have indicated the ratio r of horizontal to vertical conductivity to be approximate 1y'2:1. The numerical computer code to be used had to provide several { capabilities: (1) The first and most important was that it had to be three-dimensional. The existence of a head gradient downward across the Tan Clay indicated a vertical component of flow that had to be considered. Tracer tests supported this observation. (2) It had to have a capability for calculating the components of the ground-water flow velocity or be easily modified to do so. (3) This also required that the code be well-documented to simplify modifications. (4) Finally, the code had to be valid and accepted - as usable. The code that was selected and had all of the qualities was that of Trescott.8 This code uses the finite-dif ference method to solve the hydraulic head distribution in time and space in three dimensions. ! A separate computer program was written to calculate the compo- : nents of the ground-water flow velocity. The hydraulic head com- I puter code calculated the steady-state head in each specified grid block. These values were used as input to the program VELOCITY, along with values for the hydraulic conductivity and the ef fective porosity of each grid block. The Trescott code has an option to
' simulate confining layers by incorporating their vertical hydraulic conductivity values into those of the overlying and underlying layers; this option was used to simulate the Tan Clay.. The VELOCITY ,
program then- calculated the ground-water velocity at grid block ' intersections. At each point the x , y , and z- components of flow were specified as u, v, and w, respectively. ~ ~ ~ ~ ~ ~ " ~ Figure 8 shows the finite-dif ference grid and the boundaries used in the model. The study area was divided into a 21 x 21 rec-tangular grid arrangement for the horizontal dimensions. The grid block dimensions in the x-direction varied from 61 meters (200 ft) in the primary area of interest to 244 meter (800 ft) at the bound- i
-arics; in the y-direction the block dimension varied from 61 to 183 meters (200 to 600 ft). The total horizontal area modeled is approximately 6 square kilometers (2.3 square miles). The refined 61 meter x 61 meter (200 ft x 200 ft) grid is used south of the west end of the old burial ground because ground water flowing out from under the old burial ground moves through this region. The increase-in block sizes is limited to a ratio of 1:1.5 or less. l The hydrologic boundaries for' the study area were specified as i st 4 in Figure 8 The north boundary is a no-flow boundary due to ,
t!.. presence of the water cabic divide: flow is parallel to this ,(
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boundary. The Trescott code automatically specified zero trans-missivity to the outermost columns and rows. Where the divide did not exactly correspond to this boundary, grid blocks were assigned zero transmissivity to account for the divide's irregular d isposi-tion. The south boundary consisted of constant head nodes to simu-
. late Four Mile Creek and its bordering swamp. The west boundary consisted of: (1) no-flow conditions in the lower half of the study area to account for flow essentially normal to Four Mile Creek (Figure 6), and (2) constant head nodes in the upper half to account for flow downgradient across the boundary. The cast boundary is primarily constant head nodes to simulate the H-Area Effluent Stream that bounds flow on this side. Ground water dis-charges along the lower course of the F-Area Effluent Stream and along Four Mile Creek; for the purposes of this model these streams are simulated by constant head ncdes in the model layers in which the streams actually occur. Constant head nodes were also used to simulate the H-Area Seepage Basins, which continuously received water and transmitted it to the water table.
The model consisted of six layers in the vertical direction, with three layers each assigned to the Barnwell and to the McBean formations. Each layer is assigned a thickness of unity because transmissivities were entered into the model and, therefore, accounted for the variation in layer thickness. For use in calcu- ; lating transmissivities, these layers had thicknesses equivalent to from 4.6 to 9.1 meters (15 to 30 ft) (Figure 9). The Tan Clay is located between layers 3 and 4; however, the effects of its verti-cal hydraulic conductivity were incorporated into the overlying and underlying layers. The code automatically assigns no-flow condi-tions to the lowermost boundary; this situation is used to represent the relatively impermeable Creen Clay, assumed to be the bottom of the modeled flow system. Figure 9 illustrates the vertical finite-difference grid. ' Recharge was specified as 0.4 meters (15 inches) over the en-tire model area and assigned to all nodes in which the water table was located. Pumping tests conducted at several locations in the Barnwell and the McBean formations resulted in hydraulic conduc-tivity values that could be used as initial input values. There was considerabic overlap in the data from the two formations; also, the geologic materials are for the most part very similar. The re-fore, the same conductivity values were assigned to both thu Barn-well and to the McBean formations. These were multiplied by the layer thickness to produce a transmissivity for each grid block for model input. Because this was to be a steady-state simulation, the storage was maintained as zero at all times throughout the m3 del. 4
, , ._ _ . . . _ . _ _ , _ . _ , _ _ _ . , , . _ _ _ . _ __._-_.__m__ _-., . _-_ _ _,_~.--.______ _ -
Generalized Geologic Finite- Dif ference Cross - Section Grid 90- Land Surface E ti ^ E
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// / / ///////////////
30- Congarec Formation Impermeable Boundary FIGURE 9. Generalized Geologic cross Section and Vertical Finite-Difference Crid t I CALIBRATION OF THE HODEL The purpose of the modeling effort was to develop a represen-tation of the spatial ground-water velocity distribution of the study area. Because the steady state hydraulic head distribution was already well-defined, the head model was needed to determined the hydraulic conductivitics controlling the rates of flow. The intention was to run the head model with dif ferent combinations of hydraulic conductivity to determine which combination most nearly reproduced the observed hydraulic head distribution. Median hydraulic conductivity values obtained from the pumping tests were used as initial input. A vertical-to-horizontal anisot-ropy of 1:2 was used throughout the model. In order to simplify the calibration effort, only two parameters were varied in order to reproduce the observed head distributions: the horizontal conduc-tivity of the Barnwell and McBean format ions (at all times equal to each other) and the vertical conductivity of the Tan Clay. These were varied in a systematic way, and the resulting steady-state head distribution was compared to the initial input. In order to casily evaluate the ef fects of varying these input parameters, subroutine STEP of the Trescott code was modified slightly. The steady-state heads calculated by the code for a small portion of the study area were compared to the initial input, the deviations from the initial input for eac Stock were squared,
, and the squares were summed. This provided a " sum-of-the-squares" measure of the deviations of the calculated heads from the observed heads. The area of the model for which this was done for the water table included all blocks in the old barial ground and in the area south of the old burial ground, between the F-Area Ef fluent Stream and_tle,it,-Area l Scepage Basins. These areas had the greatest den-sity of control points for water 1cvels and, therefore, gave the best approximation of the steady-state water table distribution. A similar approach was used for the upper McBean Formation potenti-ometric head.
The horizontal conductivity of the Barnuell and McBean fo r ma-tions was expected to be within the range from 0.53 npd to 5.3 mpd (1.7 fpd to 17 fpd). A sequence of simulation runs was made using several conductivity values within these ranges. A number of values for the horizontal conductivity of the Barnwell and Mc3ean formations was run with onc value for the vertical conductivity of the Tan Clay, and the sums of the squares of the deviations and the system mass balances were noted. The Tan Clay vertical conduc-tivity was changed, ar.d the ent ire sequence was run again. Th!s was done systemmatically until the full range of conductivities had been covered, an ef fort which involved 40 computer runs. Each run used about I minute of central processing unit time and 400,000 bytes of core storage. Figure 10 shows the comparison of the observed and calculated steady state water table. The major area of interest in this modeling effort lies south of the burial ground and between the l F-Area Ef fluent St ream and H-Area Scepage Basin 4 Deviation be-tween calculated and observed heads in this area is on the order of 0.5 meters (1.6 f t ) or less. Figure 11 shows the computer-l generated potent iomet ric surface for the upper part of the McBean Formation. The head distribution is reasonable since it h as a l ground water divide approximately coincident with the topography l and exhibits lateral flow toward the bounding streams - Upper Three Runs Creek and Four Mile Creek. The cont rol points re p re s ent wells in the McBean Formation with enough historical water level data to provide approximate steady-state measurement s. The calculated heads generally deviate f rom the measured heads by I meter (3 ft) or less. RESULTS AND CONCLUSIONS From the calibration process a combination of hydraulic conductivitien was found. These conductivities gave a minimum sum of the squares of the deviations for both the water table and the potentiometric surface of the upper part of the McBean Format ion. In addition, the system mass imbalance was less than 2%. The horizontal conductivity of the Barnwell Formation and of the McBean l ' Formation was estimated to be 1.8 mpd (5.9 fpd), and the vertical conductivity of the Tan Clay was estimated to be 1.6 x 10-3 mpd l (5.3 x 10-3 fpd). The horizontal conduct ivity value is approxi-mately one order of magnitude greater than the median of values measured by pumping tests. This may be accounted for by the wide variation in conductivity expected in these subsurface matorists. Most pumping test results are from sites to the east of the study area, where conductivities may be different. For the purpose of a first-approximation study, only a single conductivity was intended to be applied to the geologic formations. A more sophisticated study would spatially vary the conductivity values, which would then presumably have more correspondence to the pumping test re-sults. Also, deviation by the subsurface material from any of the assumptions of the pumping test conditions, which would be ex-pected, would cause some error in the test resu l t s . Using the steady-state head dist ribution, the hydraulic con-ductivities determined from the calibration, and an effective porosity of 0.25, the ground-water flow velocities throughout the system were calculated. ' Calculated flow rates vary from about 9 meters per' year (30 feet per year) (fpy) along the ground water I divide to about 62 meters per year (205 fpy) near Four Mlle Creek. Ground water, therefore, passes slowly beneath the burial ground in i a westerly direction. Near the west end of the burial ground the flow turns south to parallel the F-Area Effluent Stream. As
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O , Explanation Contour on computer generated potentiometric surface .
- 67.9 Mean water level measurement for period 1975-1980 Elevations are meters above mean sea 67 68 5 I"d 70 71.5 i
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recharge adds mass to the ground-water system, the flow rate gradually increases as ground water approaches the d ischarge area. A few measuremen.s of flow velocity have been made using the point dilution method in s. ells in the western portion of the study area, near thr F-Area E f fluent S tream. Results from these tests ranged from about 11 meters per year (36 fpy) to about 22 meters per year ( 72 fpy), llowever, a value of 0.33 for the ef fective porosity was used in calculating the point dilution test velocitics, rather than the 0.25 used in the model. Using a porosity of 0.33 in the flow model would produce velocities on the order of 7 meters per year (24 fpy) to 47 meters per year (154 fpy ) . Thus, the ground-water flow rates calculated by the model are in general agreement with those determined by the poiat dilution method. Ground water passing beneath the old " burial ground noves down the hydraulic gradient toward Four Mile Creek. A swamp borders the creek along its northern side; therefore, ground water will outcrop along the edge of this swamp. Ground water converges on the F-Area
, Ef fluent St ream and outcrops into the stream about 315 meters (1033 ft) upstream f rom Four Mile Creek. The flow path from the edge of the old burial ground to the ground-water outcrop is about 530 meters (1740 ft) . The flow velocity gradually increases toward the outcrop. Assuming a flow rate of 22 meters per year (73 fpy) in the first half of this flow path and a flow rate of 55 meters per year (180 fpy) in the second half, ground water passing the boundary of the old burial ground t.ill outcrop in the F-Area Effluent Stream after about 17 years.
Rates and times generated by the model can be compared with experience. Average ground-water velocity throughout the burial ground region varies with the water table gradient at the rate of 0.13 ft/ day /1% grad *ent. Applying these rates to the observed ground-water gradient s produces transit times for the eas t , middle, and southwest flow paths beneath the old burial ground as shnwn in Figure 12. The figure shows the average est imate1 time for triti-ated water to move from the head of the flow path to the outcrop. The vertical conductivity of the Tan Clay was estimated to be 1.6 x 10-3 mpd (5.3 x 10-3 fpd). A head gradient of about 1.5 meters (5 f t) per 2 meters (6.6 f t) of clay thickness exists across the layer. Using an effective porosity of 0.25, a velocity of about 1.8 meters per year (5.9 fpy) across the Tan Clay can be calculated. This velocity allows water to move across the Tan Clay in about 1 year. Therefore, although the Tan Clay is a barrier to vertical flow and, therefore, supports a head gradient , it still permits water passage.
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Distance, ft Average I 4,200 go j 2 3,180 go 3 1.780 g
'ss ii s~ es 3 'l
- l,a '
% / :, [ ... ,n fl ,\ J! , ,..i s A 2 "X
' I t= s. . .i ,1
-'* ,L m ') ; /
c.p., c-d', 'i' h. 'f,
<a
,;... .-.. \*' . <- <,s t :. y a . '
wa . FIGURE 12. Time Required for Water (and Tritium) to Travel 643G Flow Paths l e
~
28 -
, .s . ,
t l t REFERENCES
- 1. , J. W. Fenimore and J. H. Ilorton. Operating history and k environmentsl ef fects of scepage basins in chemical separations i
areas of the Savannah River Plant. USERDA Report No. DPST 72-548, E. I. du Pont de Nemours & Co., Savannah River i Laboratory, Aiken, SC (1972).
- 2. C. C. Haskell and R.11. Itavkins. "D20-Na24 method for
, tracing soil moisture movement in the field. Soil Science I Society of America Proceedings. Vol. 28, pp. 725-728 (1964),
- 3. J. H. Ilorton and R. H. llawkins. " Flow path of rain from the soil surface to the water table." Soil Science, Vol. 100, pp. 377-383 (1964) .
. 4. J. W. Fenimore. " Tracing soll moisture and groundwater l
' flow at the Savannah River Plant. Proceedings, Clemson ;
University Council on !!ydrology Conference, March 1968.
"llydrology in Water Resources Management." USAEC Report '
CONF-680309 (1968) . ,
- 5. C. E. Siple. " Geology and ground water of the Savannah River '
s Plant and vicinity, South Carolina." U.S. Geol. Survey Water ; Supply Paper 1841 (1967). [ i
- 6. I. W. Marine and K. R. Rout t. A ground water model of the i Tuscaloosa Aquifer at the Sav'annah River Plant. USERDA Report l DP-1374, E. I. du Pont de Nemours & Co., Savannah River Laboratory, Aiken, SC.,.pp. 14-1 to 14-10 (1975). ,!
I
- 7. R . W. Roo t , J r . Results of pumping tests In shallow sediments in the separations areas. USERDA Report No. DP-1455, E. I.
du Pont de Nemours & Co., Savannah River Laboratory, Aiken. - SC., pp.'55-58 (1976). ( 4' s 8. P. C. Trescott. Documeatation of finite-dif ferenco model for
, simulation of three-dinensional ground water flow. U.S. Geol.
!, Survey Open-Flie Report 75-438, 103 pp. (19 75) .
L l[ ' ; 1 i 4 ! ! I e i f l l ! 6
. .i n
*; N i u t' U Q .'/
~
e , F.. ; . ::U PCNT sE NEMOURS cm CCMPANY e ATCMIC ENERGY CIVISION - SAva%AN 13 vCm LAsen ATemy AIKEN. SCU*H CAMCt.tNA 13001
,,:. ..... ....... ,a ............. -. ........ ....
. September E9, 1975 4
Mr. N. Stetson, Manager Savannah River Operations Office
.U. S. Energy Research and Development Administration Aiken, Scuth Carolina 29301
Dear Mr. Stetson:
As requested in your teletype of Septem$er 17, 1975 to J. D. Ellett, we have prepared c:=ents on the technical matters mentioned in the suit by NROC et i' al against ERDA c:ncerning tne c:nstruction of additional waste s:Orage tanks. In ace rcance with the direction of our attorneys in connection with the preparation of the defense of this law suit, we are submitting the information in the attachment. The Intr: duction of the c:mplaint c:ntains broad allegations that are generally repeated with more s ecificity in later sections'. We have repliec primarily :: these latter sections to minimize repetition. Some of the technical issues are c =0n :: Savannah River and Hanford, and the replies of both sites may require coordination. These particular paragraphs are, noted in the attacnment. The draft envir:nmental statement on waste management operations at the Savannan
- River Plant (ERDA-1537) addresses in detail most of the technical matters in the suit. When issued, ERDA-1537 c
- uld -serve as .an i=:ortant document in res; nding :: the suit. In addition, the "Integratec Radioactive Waste anage-ment Plan f:r the Savannah River Plant * (SRO-TWM-75-1) arevices extensive descriptions of :ne engineering and safety features of the waste tanks and :ne plans for long-term management of high-level waste.
.e Sincerely yours, d.w.So C. H. Ice, Direct:r WCR: msg AttaCO.
. . . _ - ~_ -
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G
~
C - CCMMENTSdNTECHNICALISSUESINNROC~ SUIT
- 16. The storage of high-level radioactive waste in the tanks funded for FY 1976 and FY 1977 will not result in undue risk to the public frem -
release of radioactive materials to the environment. All relevant and proven technology currently available is incorporated in the ) design of the new tanks to ensure high-integrity containment over their service life. Although the tanks will have safety features beyond
. those included in the design of the tanks built earlier at the Savannah River Plant, there is no undue risk to the public frem presen storage of waste. The radiation dose in 1975 to the peculation within 50 miles of SRP from storage of high-level waste was 3 man-rem (0.004 percent of the dose frem natural radioactivity). This radiation 1 .
I exposure was not caused by leakage or accidental dispersal of radio-activity, but by normal processing of the high-level waste. j 31b & Project 75-8-a will provide six waste tanks, two evaporators, and
- 51. additional waste tank farm facilities (pumps, concentrate transfer systems,etc.) The six new waste tanks will have a total capacity of 7.8 million gallons.
325. Project 77-13-d will provide four waste tanks, a waste maintenance facility and a variety of tank farm improvements. .The additienal tanks will have a total storage capacity of 5.2 million gallons Of waste.
- 25. Strontium-90 (half life of 23.9 years) has been assigned to the Medium-Toxicity (Upper Sub-Group A) categcry of radionuclides by the Inter-national Atemic Energy Agency. (Basic Toxicity Classification of Radionuclides, IAEA Tec,hnical Report Series 15,1953),
- 37. Cesium-137 (half life of 30.1 years) has been assigned to the Medium-Tcxicity (U;per Sub-Group A) category of radionuclides by the Inter- ,
, national Atomic Energy Agency. (Basic Toxicity Classificatien of Radionuclides, IAEA Technicai-Report Series 15,1953).
The term " soft steel" may be misleading. The generic name a:: lied to
~
52.
~
the steels used to fabricate SRP high-level waste tanks is "carben steel". More precisely, the steels can be scecified in terms of ASTM Standard desicnations. The tensile strencths of carben steels used in SRP waste tanks (all are pressure-vessei quality steels) are similar to tensile' strengths of austenitic stainless s eels '0 sed in the waste storage tanks at the Icaho National Engineering Lacoratory in INEL tanks as shewn below. ASTM Cesicnation Tensile Strencth. Ibs. cer sc. in. Carcon Sceeis Rance or Minimum i A 285-Grade 3 50,000 - 70,000 A 515-70 70,000 - 90,C00 A 537-Class 1 (normalized). 70,000 - 90,0C0 A Com ents are numbered to corres;ond with the numeration cf the
' paragraphs in the ccmplaint.
(. .
(,
, 2.
ASTM Desionation sensile Strencth, lbs. :er so. in Car:en Steels Rance or Min 1=um ' I Austenitic Stainless Steels A 479' Types 304L and 315L 70,000 . Type 348 ,_
. 75,000
- Current ASTM Stendard for stainless steel plates for pressure vessels.
Selection of steel for waste tank construction has been studied extensively at the Savannah River Plant. Both carbon steels and j austenitic stainless' steels have been fon'sidered in recent years f r t tank fabrication. Based on technical and econcmic reasons carbon i steel was selected as the material of construction fer SRP tanks ! (see Items 68 and 69).
! The steel used in the early SRP tanks was A 235-Grade 5, and the fabricated tanks were not stress-relieved. These. are the only tanks' I that have. experienced nitrate stress corrosion. cracking. 'Jaste tanks constructed-at-SRFsince 1957- were mide~crI E16-70 anc were stress-
- L relieved after erection. The steel for tanks funded in FY 1974 and FY 1975 is A 516-70 in the normalized condition. Normalizing is a heat treatment (analogous to annealing) that refines the grain size and improves the
- :ugnness of the steel plates. A 537-Class i steel is specified for the FY 1976 and 1977 tanks. This steel is su pliec only in the normalized condition, and the chemical c:= position is very-similar to A 515-70, except that the specifications en im:uritier are s
tighter to ensure =cre uniform properties a cng multiple batenes Of steel. *
~
, 5t. Eight of the sixteen original SRP waste tanks have experienced s me i leakage from the primary tank to the annular s: ace inside tne sec n ary
- container. All tese eight tanks were buil
- Orior to 1950 Of A 255 2 Grade 5 steel and not stress relieved after fabrication (see ::em 52).
The leaks occur through small hairline cracks, usually adjacent c wel ds . The rate of leakage was very slow (<0.05 gal / min) excect f-:= Tank 16. In that tank minor leakage was ' detected in Novem:er 1559 frem the primary tank to the annular space insice the sec:ncary c:n-
~
tainer (steel can) and c:ncrete vault. Subsequently, during Se::em:er , of 1960, a large number of very small leaks resulted in a leak rate reacning a maximum of acout 4 gal / min. The level of waste in ne annular s; ace exceeded the 5-foot, height of the steel pan for an , estimated period of six hours while a transfer jet _was being installec in the annulus :: remove the leaked waste. Some weste overflowed int: the space between :ne conc' rete vault and the steel :an. Leakage from the primary tank was st pped by reducing the liquid level insice -he
-tank below the major leak sites. -
9
- m .
3.
.o A maximcm of 700 gallons of alkaline waste rose above the too of i the 5-foot-high steel pan liner of Tank 16. Intensive investigation ,
and monitoring over the intervening years confirm that most of the l 700 gallens was contained in the concrete vault and the quantity of waste leakage into the soil was limited to a few tens of gallens of - bpte containing about 7 Ci of radicactivity per gallen (primarily Cs). Because the tank bottom is below the surface of the near-surface water table, the radioactivity that reached the soil also immediately reached the ground water. The soil contains clay with a significant ion exchange capacity, and consequently during the ensuing , period the radioactivity has moved only a few additional feet. The limited migration has been confimed by extensive samoling and testing ' with encased wells. The radioactivity level in the ground water 15 feet from the edge of the concrete pad under Tank 16 is abcut 10 times-the normal background of 5 to 15 pCi/l (the Concentration Guide for I37Cs i 4 4x10gdrinkingwateris2x10 pCi/1) and Ci of radioactivity is estimated to between 2 xbeyond have acved 10-' and this point. Continued use of Tank 16 was restricted to a redu:ec volume
, (belcw the worst cracks) until it was removed frem liquid storage service in early 1972. Further details on leakage frem Tank 15 are i given in CP-1353.
To prevent possible future accumulation of liquid waste in the annular i space, jets of 75 gal / min capacity are installed in the annuiar space of each high-level waste tank so that liquid waste may be racidly returned to the storage tank. All tank annuli are purged with air to dehumidify the space and evaporate any leakage to dry, immobile sait. 1
- 56. SRP has demonstrated the capability to safely remove sludges and salt cake frem SRP waste tanks. Salt cake in SRP tanks c'an be recissolved in water, and transfer of the resultant sclution frem One tank o another is a routine SRP cperation. Sludge was first resus:enced and
! pumped from a waste tank in 1966 by slurrying with water. Slu:ge has - '
' been also slurried frem several other waste tanks since then. In 3~ addition, e, more cost-effectYve technique for slurrying :ne siud;e !
. with su:ernate is being develo:ed and a demonstra:icn wita actual saste is planned. Chemical techniques are being developec for final : leaning i of retired. waste tanks and a demonstration in a cracked waste tank is being planned.
Sal and sludge can also be removed safely frem leaking was e tanks. As incicated in response to item 54, leaks frcm SEP aaste tanks have resulted from small hairline cracks in :ne primary tank. These smali cracks would not interfere with salt or sludge removal. Should ccm-plete failure of the primary tank occur, the sec:ndary tank will sarve to contain the tank centents curing sal er sludge remeval. A process is being developed for solidifying and packaging of 3RP waste for long-term storage. The waste will be c:nver:ed :o a solid form that is highly resistant to discersion to :he environmen:. The 1 l _ _ , --,m. . .__ _ , , . _ ,_ _ _ _ _
" ~
C C ' development program is described in the document,'" Integrated Radioactive Waste Management Plan for the Savannan River Plant" (SRO-TWM-75-1). No technical obstacles have been identified tnat would prevent solidification and packaging of SRP high-level waste for long-term storage - - 58,59,75. Althouch WASH-IS28 (. issued in April l'973) indicated that the . waste may re5ain in SRP tanks through 1999, Savannah River is now planning to remove high-lev.el* waste frem the tanks at an earlier date. Schedules for several of the options for long-term management of SR3 waste show waste solidification te begin in 1987. During the solidifi-cation period, waste tanks will be emptied on a scheduled basis to limit high-level waste storage in tanks funded in FY 1975, FY 1977 or in future years to a period of less than 20 years. Other waste manage-ment options are also available to meet the schedule of removing the hich-level waste frem these tanks w'ithin 20 years. If a long-term rejository is not available to receive the waste, the sciidified encacsulated waste could be temporarily and retrievably s:cred in an environmentally safe facility until the long-term storage facility is completed.
- 50. SRP waste tanks do not have dcmes. The Savannah River Plant Type III waste tank design, developed in 1955, and continually refined since then, includes a steel-reinforced concrete center column 5 feet in diameter that supports the 4-foot-thick reinforced concrete roof
! sl a.b. The flat 1/2-inch-thick steel roof plates of the tank a, pinnec to the c:ncrete roof slab to ensure the highest possible strue: ural integrity. Collaose of the roof slab of SRP tanks has a very 10w probability of occurrence.
- 51. ' Salt cake is no more corrosive than the licuid hich-level waste. This has been demonstrated through ex;erience with waste tanks a- 5;? in which sal cake has been s:cred since 1950. Literature survey anc laboratory studies substantiate this experience. ' Stress c:rresion crackingcanbecaused:yeitherstrongN0jersrcngCH'c:ncentra: ices.
Cracking by either anion is innibited by :ne cresence of smai: .amcun s of the otner one. tiO2 also acts as an inhibiting agen . In the casa ,' : of..tha-waste tanks which are known to have cracked due to stresr-
~ ~
corros4cn, . the:, cause.es:-a--Mgh concentratton of' NO3 afid r 1atively 1'ow concentration 1 o.f OH and_n0 2 . in fresn waste As the waste s lum:ns age,7adiolytic decemcosition of the N05 occurs, c:nver-ing i. :: 74 0 { and rendering the waste solution less aggressive. During cyrs:aili:3-tion of waste, :ne interstitial -liquor cec:mes more concentra ec in CH-as :he N0; anc 10j crystallize in :he sait rec!:iver tank. Sam:les of
- ne " terminal licuor" have been analy:ed to contain gM OH', 2M liOI, anc 1MN0j. t.aboratory studies indicate tha: this licuid (wi:n its nign OH' concen:ra: ion) is stabilize,d by the NO3 anc N05 c ncentraticn and sneu::
not cause stress cracking of ne waste tanks. '
+ Reply may recuire coordination with Hanfced.
.(. . .
( .' :
~~
. Salt cake has a higher density than liquid waste. The amount of sal't stored in a tank is limited so that its weight does no exceed the design specifi~ cation of the tank. .
- 62. Meltdown of SRP tanks resulting from a loss of coolan: is incredible.
The waste tanks are equipped with cooling coils in multiple headers to remove radiolytic heat. A failure of one or more coil headers, will not affect the o,oeration of other coils. Twice as many coils' as are necessary to cool the waste are installed as a contingency agains: multiple failure.. In addition three other safety provisions have been included in the t'ank design. These are 1) forced air cooling of the external surfaces of. the primary tank, 2) access ports in the tank roof to allow insertion of supplementary cooling coil bundles, .and '
. 3) the condenser in the tank ventilation system which returns condens-ate to the tank. If all of the backup cooling systems were entirely lost for a tank containing the maximum heat content waste, four to ten days would be required before the contents of the waste would reach boiling. During this time the waste coulc be transferred to a tank with adequate cooling. .
. c-m . -
63-64. There has-been no evide:nce of stress corrosion crackin on the bottom cif-SRManks- Ecttoms"5f%#tanEs*a're shecfffedf to'b'g' e flat within . 3' inches with..no:more-than a R:.33-inchiertfoot stope on any diss~~~
~ -
.tortiondCut-of-fTatnss~s~fxiie7f eEce ~fcr-ll.p r'ecent prTmary t?.nf bottemphu--bMreCCiaf hal f -the ipecified maximua
~
^
- 55. a. Generalized corrosion is minimal in SRP waste tanks. Wall thickness measurements on ten tanks, and measurements of the bottom clate tnick-ness on two tanks have shown no wall thinning due to general corrosion.
Test coupons. exposed % quLhettc and. actual waste solution shewed pittino-type' conosibnit ohinsigntficant (rates cf-less- nan- 2.5- x e 10-3 c=/yearT. Examination of one of the crackee tanks. showed. that the stress-corrosion cracks originated on the internal surf aces and . that corrosion on the external surface of the steel was minor. Based on these measurements corroM on is insignificant. The :nickness of the steel, as determined from working stresses in the tank walls,is con-sidered to be adequate.
- b. As indicated in' . item 52.,the_ carbon. steel- specifica:.icn for wastr
' tanks at- SRP' was chinged.when stress ccrrosion cracking was detected .
Facrication techniques were also revised :: minimize stress :ceros'en by a stress relieving hea treatment of :ne fabricated crimary vessel . The steel specifications have been revised further so :na: :ne cla:es are supolied in the normali:ed condition.
- c. Cathodic protection for SPP was a tanks was considered in 1971 anc 1972. A consulting firm concluded tna cathodic crotec ica was feasible contingen; on the results of additional studies to
+
Reply may require coordination wi n Hanford. 4
L,
~
s. Cl determine effects of catbodic protection on tanks
~
1)
- containing salt ,
- 2) develop anode materi,a1 and design for a workable system
- 3) develop anode supports and seals These, additional studies relate to the engineerin's and maintenance tensiderations of *errsuring proper electrical potential and current di stribution.
Ot'her problems were identified by SRP. These included
- 1) differences in electrical conductivity of waste -
- supernate, salt cake, and sludge would prevent uniform distribution of current flow over the inner surface of a tank, 2). the integrity of the electrical insulation between the system anodes and the tank could not be ensured ! over a period of years,
- 3) stray electrical currents that might develop c uld I actually accelerate localized corrosion in tan %s.
The benefits of cathodic protection for waste tanks was judged by SRP to be small in c =parison to the uncertainties and prebiems of installing such a system. As a result of the advances in tank con-struction - improved materials and construction technique (stress relief of f.inished tanks) - arid b'etter understanding and definition, of the character.istici of SRP5 waste'that cadsed corrosion proolems 5 - ' in wastriankWd' ave 7opmeht of'_the iiiformat. ion necessary to implemenc. cathcdicrAQiMo,n._,was_not judged to, _be n necessaty... Reliance was continued on use or tne more resistant steels and improvec tank designs for icng-term protection.
- d. As indicated in I: ems 62-64, design,' c:nstruction and testing s:ecifica-tions for these waste tanks are developed thrcugh extensive analysis by specialists and consultants. These s;ecifications are revised as necessary to ensure :nat SRP tanks inc:r: crate ali relevant and proven technclogy to ensure tank dependability.
- 66. a. The icng-shafted pum s tnat can be used to remove liquid waste, re-dissolve salt, or slurry sludge from SRP waste tanks are :esignec to fit into 'any tank riser larger than two feet. The SEP Ty:e III waste tanks contain numercus access risers larger than :nis two-fco:
diimeter. Pumoing of all :nese Jaste products has been demonstrated in existing SRP was'e tanks as descritec in items 56, 67 and 73.
- b. Internal tank cooling coils are a standard part of waste tank design for remcving racioactive decay heat fr:m high-hea; waste tanks at SRP.
. ,p .
r- 1.
.;- M \.
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67",75[ SRP tanks funded for FY 1975 and FY 1977 incorporate in their i . design and construction all relevant and proven technology - currently available to ensure tank integrity over many decades, although they are scheduled to be used for storage of high-level waste for less than 20 years.'~ Tanks and associated equipment are designed with a large factor of safety. They will not be subjected to all the adverse conditions' alicwed for and should be serviceable ' for a much longer period than their design life. In the very
- unlikely event that a tank deteriorates to a point of questionable adequacy before its planned retirement, waste will be transferred
. frem it to another tank (see item 56).
~68*, 69.* The life expectancy of waste storage tanks made either of stainless steel or carbon steel depends on operational and environmental factors and ability to control those f actors. Carbon steel and stainless steel suitable for waste tank construction have similar strengths (see item 52). Austenitic stainless steel of the ty:e usec for waste storage is susceptible under specific cenditions to the same for=s of corrosion that can damage carbon steels. Austenitic stainless steels are susceptible to stress corrosion cracking by chlorides and by caustic; flu.or.i.de ions are also known to have caused cracking. Pi.t i Tg Yrid/'~r'intergranular..ccrresion o (especially_in weid theaba?f ectai.zonetMw M6e ' RMerides ,--41uonides,. nitrates, chcomans .;_andscre icnic.: chemi caWp4ci~esF Ther ef c r e s the specific ~
chemical .natire:cf:wasta.being- e W and~ charges that occur"fo'r~Eny [r7ia YsEu'hihg.h w 'musrTa7n~ciFiEd3E e be amenable ta Mjustment s'o71Ec$nditions;e~chiineYtheL_itanir areJavtrided - We.have- a~ ~ ! high,TeQroi"citTfidencecin f the longevity of the new car:en steei{ tank. A_sd=iTar level of co'nfidence could be obtained for stainless steel tanks~cniv
- after extensive tests with SRP waste. .:
BEL is able to maintain tank temperatures at abcut 35*C because of the low levels of radicactivity in its wastes ccm:ared to SRP, This 4 35*C temperature prevents attack by fluorides tha; are presen:. An ~ extraordinarily large cooling capacity wcuid be required to maintain SRP high-level tanks a:'this. low temperature. Storage of SR? wastes as acid solutiens in stainless steel tanks has
- been evaluated as an alternative to the present neutrali:ec waste system. Safety, technical and econcaic considera: ons were includec in these evaluations. Acidic waste fr m IRP pr essing would invcive s:cring of solics; the amount of solics mignt ce as nign as 0.i" (by weight) of :ne fuel processed. It was c:ncluced tha s:Orage Of licui:
waste in either made was crocably feasible. The risk of ei ner syste-coul.d be recuced to negligible levels by adequate design anc engineered safeguards. The stress corrosion cracking cbserved crevicusly in car::.- steel tanks would not have occurred had they :een s:ress relivec anc :r:- , tected by hydroxiie and nitrite ion which are stress corrosion inhi:i :-s.1 Althcugh either system wculd provide adecuate safe y, -he neutrali:ec wastes acssess certain inherent safety advantages for SRF; namely, ne inclusien cf the majority of radienuclices in an insoluole anc rel a tiv el.v i =cbile sludge : nase and nec.li3ible mobili v cf neu:rali ec l 1
+ ?.eciy may require c Ordination with Hanforc. ,
l
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i
- . = . . .- - - - . . ... . -
. . . ( .
. . . . N
?
3. waste in SRP soil due to soil pluggage by hydroxide ion. Since ' there were no safety advantages for the s tainless steel tanks at SRP, the decision between the two systems was made in favor of continued use of carbon steel tanks. .
- 71. The Savannah River Plant waste tanks. funded for FY 1975 and FY 1977 are adequately *and iroperly designed. to meet their objective of safe,'short-term st> rage of waste. They will effectively contain the waste, and thGrefore, their use will not impose a risk to the public frem the release of radionuclides. Design of the tanks represents the combined efftrts of competent engineers, designers, and consultants. The tank fahricator is selected frem among only the most capable industrial tank fabricators in the United States.
. (see also items 65 b, 57 and 75).
! 72. In the event that waste leaked frem the tanks into the ground, it would not enter the Tuscaloosa aquifer. The near-surface ground water at the tank farms is isolated frem the deeper Tuscaloosa aquifer. The near-surface ground water in the vicinity of :ne tanks is entirely contained on the site. The large Tuscaloosa acui.fer is
, 300 feet deeper than the near-surface ground water, separated by
, several nearly impermeable clay barriers, and is at a higher artesian j pressure than the ground water exposed to'the waste tanks. Thus, t flow of contaminated ground water could not reach the Tuscalocsa aquifer. Radionuclides that enter the near-surface ground water would decay to permissible levels before reaching the neares: creek because of Icw ground water velocity and ion exchange cnarac:eris-ics of the soil (see item 54). 73.* There is neither intention nor need to remove waste fr:m SRp tanks by direct contact or mechanical mining methods; aqueous dissolution anc hydraulic slurrying techniques have been demonstrated as discussed in items 55 and 57. Worker exposure to radiation is minimized :y adequate snielding, and will be maintained well within ermissible guidelines. Access ocenings (risers) througn the tank :::s are Or - vided to allcw installation o.f waste removai ecui ment wnen neecec. 1 Installation of mucn of this equipment, particularly the su: merge: l slurrying pumos, before it is to be usec is im:ractical ecause Of
;otential plugging and other deterioration incurrec curing :ne time while the tanks are ' serving :neir intenced function of safe.3aste 4
5torage. However, each SRP tank in licuid waste service is :revicec with :ne facilities required for promot removal of the :ank licuic should this tec me necessary- for either rou ine or emergency reasons, a 74.~ Seismic-analyses are an integral part of SRP waste tank design. C:n-sultan:s ~ recognized for th,eir cetpetence in earthquake ; hen:cenen participated in the design'of Type III waste tanks. Analyses ave shown that the Type III waste tank, with.a a-foot-thick steel-reinforced concrete ecof and a 5-foot diameter steel-reinforced i P.eply may recuire :cordination with Hanford. l l l , , . , . , . _ ._. _. ___ _ - _ - _ _ - . - - _ . _ _ _ _
q- v.
.s concrete center column, will maintain functional integrity in an earthquake producing ground acceleration of 0.2 g. This desigru criterion is 4 times -the acceleration estimated to have occurred at the SRP site in the 1886 earthquake at Charleston, South Caralina.
W1.P:WLM: msg , O e e G e a 4 9 @ O e e e
- M
J DPST 83-829 Vol. I TECHNICAL
SUMMARY
OF GROUNDWATER QUALITY PROTECTION PROGRAM ~ AT SAVANNAH RIVER PLANT l VOLUME I - SITE GEOHYDROLOGY, AND SOLID AND HAZARDOUS WASTES Edited and Compiled by E. J. Christensen and D. E. Gordon Contributors
- 1. W. Marine R. M. Prather C. S. Peralta
- C. B. Fliermans M. A. Phifer J. B. Pickett L. B. Edelstein B.B. Looney H. W. Bledsoe J. L. Bransford J. W. Fenimore V. Price Approved by J. C. Corey, Research Manager Environmental Sciences Division December 1983 E. I. du Pont de Nemours & Co.
Savannah River Laboratory Aiken, SC 29808 PREPARED FOR THE U. S. DEPARTMENT OF ENERGY UNDER CONTRACT DE AC09-76SROCf I 'L-. - - - .
CONTENTS Page 1.0 EXECUTIVE SUMHARY l-1
2.0 INTRODUCTION
2-1 . 3.0 CHARACTERIZATION OF SITE GEOLOGY AND HYDROLOGY 3-1 3.1 Regional Geology and Physiography 3.2 Regional Hydrology 3.3 Terminology 3.4 Description of Hydrostratigraphie Units 3.4.1 Crystalline Metamorphic Rock - 3.4.2 Triassic Sedimentary Rock 3.4.3 Tuscaloosa Formation 3.4.4 Ellenton Formation 3.4.5 Congaree Formation 3.4.6 McBean Formation 3.4.7 Barnwell Formation 3.4.8 Hawthorn Formation 3.4.9 Surficial Formations 3.5 Hydrologic Interrelationships at SRP
~
I 4.0 GROUNDWATER DEVELOPMENT 4-1 4.1 Use of Groundwater 4.2 Relationship of Groundwater Use to Water Levels 4.3 Water Level Depression Around Water Supply Welle
- 5.0 IDENTIFICATION OF WASTE SITES 5-1 1 6.0 TECHNICAL SUMHARY OF NONRADI0 ACTIVE WASTE SITES 6-1 6.1 M-Area Settling Basin 6.2 CMP Pits 6.3 TNX Seepage Basins 6.4 Separations Area Seepage Basins 6.5 Savannah River Laboratory Seepage Basins 6.6 Silverton Road Waste Site 6.7 Radioactive Waste Burial Grounds 6.8 L-Area Oil and Chemical Basin 4
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CONTENTS, Contd P, age 6.9 Coal Pile Runoff Containment Basins . 6.10 Metallurgical Laboratory Basin 6.11 Ford Building Seepage Basin 6.12 Road A Chemical Basin 6.13 Waste oil Basins 6.14 Hydrofluoric Acid Spill Area
- 6.15 Burning / Rubble Pits 6.16 Acid / Caustic Basins 6.17 Metals Burning Pit / Miscellaneous Chemical Basin 6.18 Asbestos Pits i 6.19 Ash Basins / Piles 6.20 Sanitary Landfill 6.21 Other Waste Sites i 6.21.1 Rubble Pits 6.21.2 A-Area Rubble Pile 6.21.3 Forestry Rubble Pile 6.21.4 Gas Cylinder Disposal Facility 6.21.5 Ford Building Waste Site 6.21.6 ERL Oil Test Site 2
6.21.7 Former Military Sites 6.21.8 Experimental Sewage Sludge Application Sites 6.21.9 Bingham Pump Outage Pits 6.21.10 Scrap Lumber Piles 6.21.11 Erosion Control Sites 6.21.12 TNX Storage Area
- 6.21.13 D-Area Waste Oil Facility 6.21.14 Sanitary Sewage Sludge Disposal Pit i
6.21.15 Hazardous Waste Storage Facilities 6.21.16 TNX Burying Ground 6.21.17 Central Shops Oil Storage Pad 1
- 7. 0 STATUS OF NONRADI0 ACTIVE WASTE DISPOSAL AT SRP 7-1 7.1 Hazardous and Solid Wastes 7.2 Priority Listing of Nonradioactive Waste Sites j APPENDIX A - Well Inventory and Construction A-1 APPENDIX B - Analytical Methods for Nonradioactive B-1 Parameters IV
4 1.0 EXECUTIVE
SUMMARY
The program for protecting the quality of groundwater under-lying the Savannah River Plant (SRP) is described in this technical summary report. The report is divided into two volumes . Volume I contains a discussion of the general site geohydrology and of both active and inactive sites used for disposal of solid and hazardous vastes. Volume II includes a discussion of radioactive waste dis pos al . Most information contained in these two volumes is current as of December 1983. . The groundwater quality protection program has several elements which, taken collectively, are designed to achieve three major goals. These goals are to evaluate the impact on groundwater quality as a result of SRP operations, to restore or protect groundwater quality by taking corrective action as necessary, and to ensure disposal of waste materials in accordance with regulatory guidelines. The Savannah River Plant is located in the Upper Atlantic Coastal Plain, about 20 miles southeast of the Fall Line, which separates the Piedmont and Coastal Plain provinces. The Savannah River Plant is on the Aiken Plateau, a comparatively flat surface that slopes southeastward but is dissected by several tributaries
- i. to the Savannah River . This surface is underlain by about 1000 feet of unconsolidated sands, clayey sands, and sandy clays, which in turn are underlain by dense crystalline metamorphic rock or consolidated red mudstone. The geologic terminology in south-western c outh Carolina has been undergoing change since 1978.
Until this terminology stabilizes, the following stratigraphic l names in ascending order are used for groundwater discussions in this report (the numbers in parentheses represent average thickness): e Tuscaloosa Formation - consisting of a basal confining bed (~40 ft), a basal aquifer (~300 f t), a middle confining bed j (~40 ft), an upper aquifer (~150 ft), and an upper confining bed (~60 ft). e E11enton Formation partly constituting an aquifer and partly a regional confining bed (~60 ft), e Congaree Formation partly con:stituting an aquifer (~120 ft). e McBean Formation - made up of a lower unit of calcareous sand and an upper unit of clayey sand (~80 ft), and separated from the Congaree by a " Green Clay" confining bed.
- Barnwell Formation - composed of a coarse clayey sand and compact sandy clay (~100 ft) and generally separated from the McBean by a " Tan Clay" semi-confining bed .
1-1
. . . . . _ __ __ - ~ - _ _ . - _ _ _-- _ . _ _ _ _ _ . _ _
4 i e Hawthorn Formation and Surficial Formations - usually unsatu- ~ rated sediments that are not regionally important as aquifers. l l The two aquifers in the Tuscaloosa Formation are used sepa-rately and in combination to obtain yields of greater than 1000 gallons per minute to properly designed and constructed wells. The 1 Congaree Formation also contains sands t! at yield a few hundred gallons per minute in many locations. Apart from these two aquifers, most of the rest of the Coastal Plain sediments transmit water on a regional scale, but do not yield water to wells in sufficient quantity to be classified as primary aquifers. A few . dug wells and some low yield drilled wells exist in the Barnwell and McBean Formations ; thus , these formations could marginally be classified as aquifers. The confining beds retard the interchange l of water between formations, but do not totally prevent it, i The direction of groundwater movement is governed largely by i the depth of incision of the creeks that dissect the Aiken Plateau. i Small creek valleys govern the groundwater flow directions in the shallow sediments, the valleys of major tributaries to the Savannah 4 River govern the flow direction in the sediments of intermediate
! depth, and the flow in the deep sediments is governed by the valley j of.the Savannah River itself. Croundwater in the Tuscaloosa aquifer flows toward the Savannah River, and that in the Congaree flows toward Upper Three Runs Creek or the Savannah River depending i on its location. In several locations, dissection by creek j valleys, particularly of the Barnwell, McBean, and Congaree Formations create groundwater subunits or islands, such that
{ groundwater in one subunit of a particular formation is confined to + that subunit and cannot pass to another subunit by lateral flow in. , that format ion . I f In the northwest 3rn part of SRP, groundwater head decreases j with depth, providing the potential for recharge from the surf ace i to penetrate to the deeper formations. However, in the vicinity of i the valleys of Upper Three Runs Creek and the Savannah River, the water levels in the Congaree Formstion are drawn down by natural discharge to a greater extent than those in the Tuscaloosa 4 Fo rmat ion . Thus, there is a head reversal at the Congaree i Formation and the vertical groundwater gradients below this ! formation are upward. Water levels in the Tuscaloosa Formation fluctuate with rainfall; however, in the past five years, water levels have fallen to a degree that cannot be totally correlated with rainfall. ! Pumpage for irrigation in Allendale and Barnwell' Counties has increased greatly during this period. In addition, the pumpage at the Savannah River Plant has also increased during this period. ! -The head reversal at the Congaree Formation near the central part l of the plant has not disappeared due to the falling water levels, but it has decreased. 1-2 h
Some 153 individual waste sites used for the disposal of a variety of hazardous, solid, and radioactive materials have been ; identified within the boundaries of SRP. The waste sites are l I located in over 100 separate areas around the plant and the majority can be categorized in general groupings of basins , pits, and piles. Of the 153 separate waste sites, some 118 contain only nonradio-active waste materials, and 20 have been used as disposal sites for only radioactive wastes. The nonradioactive wastes may be comprised of materials classified as solid , hazardous (as defined by state and federal regulatory agencies), or a combination of ~ both. Fif teen sites have been used as disposal locations for both nonradioactive and radioactive wastes, referred to as mixed wastes when the nonradioactive component contains hazardous substances. Process effluents from the fuel and target fabrication area (M Area) have been discharged to a settling basin since 1958. Metal-degreasing solvents (volatile chlorinated hydrocarbons) have seeped into the ground from the settling basin and from leaks along the process sewer line and entered the shallow groundwater system. The plume of chlorocarbons in the groundwater is being napped through an extensive exploratory well drilling program. Remedial measures for removing the contaminated groundwater and separating the organics are being developed. An e f fluent treatment facility is planned to allow discontinued use of the basin by March 1985. The CMP pits were operated from 1971 to 1979 as a disposal site for chemicals , metals , and pesticides . Volatile organics have been detected in the groundsater in the vicinity of the pits. Plans are being made for removal of the buried waste, as well as any highly contaminated soil, from the pits. The groundwater is being monitored and additional exploratory wells for further investigation are being installed. The old TNX seepage basin operated from 1958 to 1980 to receive wastes from pilot scale experiments. The basin was then filled with soil and clay capped. Uranium settled out in the bottom of the basin and mercury has been found in the groundwater in the vicinity of the basin. A comprehensive program for defining the spatial extent of contamination at the basin is underway. Additional closure action may be required. A new TNX seepage basin has been in operation since 1980. A project to control the pH of process wastewater released to the new basin is being developed . An effluent treatment facility is planned for this new basin, and subsequent to operation of the treatment facility the basin will be closed. The separations area seepage basins ubich have been opeca-tional since 1955 receive mainly condensate from various evapo-rators in the chemical separations facilities and waste management operations. Chemical constituents in the wastewater have seeped into the groundwater beneath the basins. Plumes of nitrates and mercury have been mapped and are moving in the groundwater and 1-3
i . A
- into surface streams.
outcropping in small concentrations d d radioactive program to refine the spatial extent of hazar ousplanned.i is an contaminants in the vicinity of thefor f acilities seepage removing bas ns chromium, ms mercury, is under Development of treatmentand other chemicals to allow discharge to s way. i d dis-The Savannah River Laboratory seepage basins Certain metals, rece ve in ground-charges from laboratory sinks from 1954 to 1982. ' water from monitoring wells around the basins.ils and groundwater the spatial extent of contamination in the soA final closure plan for beneath the basins has been initiated. i tion has been the basins will be developed after the contam na de fined . ik General waste materials including metal shavings, the Silverton Road wood, br c s, concrete , drums , tires , etc , were discarded atThe wastes were covered waste site from unknown sources up to 1974.Very low level
.by bu11 dozing.
i i detected in the shallow groundwaterh the in the vic of organic solvents in the groundwater. h cap over the waste site to reduce percolation lof water action. t roug scrap materials is being considered as a possible c osure A burial ground for solid radioactive waste has been in opera-tion since 1953. The burial site is divided into sections for in waste accommodating various levels and types of radioactivit materials. in storage containing traces of metals which have been collectedNo evidence of mercu the site. tanks both have been buried atThere are no known leaks from the migration has been observed. Monitoring of groundwater for nonradio-solvent storage tanks. Groundwat er active materials at the burial ground is continuing. is monitoring in the burial ground for radioactive isotopes discussed in Volume II. A basin at the L-Reactor site for receiving oil and chemicals Monitoring from equipment cleaning was operated from 1961 to 1977. t of groundwater in the vicinity of the basin indicates that was e Ground-chemicals and oils have not migrated to the water table. water monitoring is continuing. seven Coal pile runof f containment basins are located atAcid from oxida dif ferent sites throughout SRP. f basins. materials in the coal is washed by rain into the runofthe seven basi l Monitoring of the groundwater at Groundwate r tions of some heavy metals above background levels. monitoring.is continuing. t 1-4 l l l I L
, _ - . = - _. .
, * + { The metallurgical laboratory basin has received waste ef fluent ' from 723-A metallurgical laboratory since 1956. A wide range of chemicals have been discharged to'the basin. Monitoring wells have been installed to determine the groundwater quality at the basin. Water quality sample results are not yet available. The Ford Building seepage basin was constructed in 1964 and has been used since then for disposal of liquids from heat exchanger testing. The installation of monitoring wells has been completed and analyses will be available in 1984. , The Road A chemical basin near K Area was used until 1973 for disposal of chemical substances for-which there are no inventory records. Monitoring wells have been installed but analyses of groundwater quality are not yet available. Further action depends on results of water quality analyses. Waste oil products have been discharged to three basins at SRP. None of these basins is still in use. Installation of 4 monitoring wells at all basins has been completed. These wells will be monitored to determine any environmental impact. Hydroflouric acid was spilled onto the ground west of the
; Central Shops Area sometime prior to 1970. The spill area was i isolated and has not received additional waste material. Ground-water monitoring wells have been installed and will be analyzed for water quality.
! Burning pits were used to dispose of ignitable waste from 1951 to 1973 at fifteen locations. Each pit was then filled with rubble (paper, lumber, cans, barrels, etc.) and covered with a layer of soil. Monitoring wells have been installed at all burning / rubble pits and further action depends on groundwater quality analyses. Basins located in the major production areas have been used to receive sulfuric acid and sodium hydroxide solutions from regener-ation of ion exchange units. Niutralization systems installed in 1982 eliminated the need for these acid / caustic basins so they all were removed from service.but remain open. Installation of moni-toring wells at all basins has been completed to determine ground-water quality. Further action depends on water quality analyses. A metals burning pit was used to incinerate reactive metals from 1952 to 1974. Groundwater monitoring wells have been installed at the pi'. . A0y additional action will be defined after evaluatior_ of grom.dwater quality analyses. Four pite have been used to receive asbestos material, and all but one have been closed. There are no groundwater monitoring wells I at these asbestos pits and none are planned. Asbestos is basically insoluble and should pose no threat to groundwater quality, i 1-5
Ten ash basins and five ash piles have been used for disposal . of coal ash from powerhouse operations. Monitoring wells have been installed at the K-Area ash basin to provide information on ground-water quality. Monitoring wells at the other ash basins / piles are not planned. There are no plans to discontinue the use of ash basins / piles. A sanitary landfill opened in 1973 is operated for disposal of burnable wastes plus aerosol cans, food waste, and asbestos in bags. Fifteen monitoring wells have been installed at the landfill site to collect groundwater quality data. . The remaining quantities of solid and hazardous wastes are categorized into 17 groupings. These waste sites are of lesser significance and are not expected to pose any threat to groundwater quality. As discussed in Volume II, radioactive wastes have been managed through a program of storage and controlled release to the environment. The fate of radioactive wastes at the 35 individual waste sites is discussed under 7 general groupings. The waste site categories which have received radioactive wastes are the separa - tions area seepage basins, Savannah River Laboratory seepage basins, radioactive waste burial grounds, reactor seepage basins, L-Area oil and chemical basin, Ford Building seepage basin, and separations area retention basins. A ranking technique has been used to evaluate the hazardous and solid waste sites. Over.40 dif ferent attributes related to the waste type and physical characteristics of each site were evaluated. A priority listing has been developed for two general classifications of waste sites : those with groundwater monitoring and those without groundwater monitoring. The major conclusions are:
- The M-Area settling basin has the highest priority for attention to groundwater quality protection e The old TNX seepage basin ranked second on such a priority listing for waste sites.
- Many waste sites without groundwater monitoring require the installation of wells for collecting water quality data or collection of water quality data from recently installed wells to establish the basis for further action.
I i 1-6 i i f m , ,
2.0 INTRODUCTION
The policy governing production operations at the Savannah River Plant has always been to protect the environment, and the safety and health of the public and operating personnel. Pursuant to this policy is a program for protecting the quality of ground-water underlying the Savannah River Plant ( SRP) . The major goals of the groundwater protection program are to evaluate the impact on groundwater quality as a result of SRP operations, to take correc- . tive measures as required to restore or protect groundwater quality, and to ensure disposal of waste materials in accordance with current regulatory guidelines. The specific program elements for accomplishing these goals are listed below. e Identify and prioritize waste sites according to the order in which they warrant cons ide rat ion . e Gather geohydrologic data to define groundwater conditions and stratigraphy. e Collect groundwater quality data and identify sites with potent-ial or known environmental impact. e Develop remedial action strategies as required based on evalua-tion of groundwater monitoring results and projected er ironmen-1, tal impact of waste substances in the ground. e Implement remedial action as required to restore or protect . groundwater quality. Review current waste disposal practices for potential impact on o groundwater resources .
- Reduce discharge of waste materials to the environment through process modifications and improved technologies.
This report contains a summary description of these elements which comprise the groundwater quality protection program. The Savannah River Plant is a major installation of the Depart-ment of Energy for producing nuclear materials for national defense. Hazardous , solid , and radioactive wastes are generated as byproducts of production operations . The f ate and impact of hazardous and solid wastes are discussed in Volume I of this report. The control of radioactive wastes at SRP is discussed in an environmental impact statement (era \-1537) and a supplement document (DOE /EIS-0062) which assess environmen:.a1 effects associated with radioactive waste management operations at the site. An updated discussion on disposal of radioactive wastes is included in Volume II of this report . ! 2-1 I I'
SRP, ts they hcve Wastes Waste disposal prectietsin htva thechanged tt yects. past thirty throughout the United States, always been discarded in accordance withAs generated at SRP have the time. for accepted' practices at hazardous, the procedures The use of many chemi-toxic in nature or classified as ification. Several ariety loca-disposal of these materials were changed. cals was discontinued after such reclass tions at SRP have been used as waste disposal sites l. of materials. i made in the acceptable methods of d sposasome dofter thequality. waste sites, both active activities were initiated atto assess potential impacts on groun wain respon and inactive, Additional monitoring wells were installed h South Carolina hazardous vaste regulations promulgatedl.by t e Department of Health and Environmental Contro t is intended to summarize the program for protec - Information is current as This report SRP. ing the quality of groundwater atSupplemental documentation will be is d and additional of December 1983. provide more details as the program procee s information is obtained. r 2-2
\ ensu m q v,g 5; Q
a I i 3.0 CHARACTERIZATION OF SITE GEOLOGY AND HYDROLOGY 3.1 REGIONAL GEOLOGY AND PHYSIOGRAPHY The Savannah River Plant (SRP) is located in the Upper Atlantic Coastal Plain, about 20 miles southeast of the Fall Line,~ which t separates the Piedmont and Coastal Plain provinces (Figure 3-1). The Coastal Plain is underlain by a wedge of seaward-dipping uncon-solidated and semiconsolidated sediments which increase in thick-ness from zero at the Fall Line to greater than 3,100 ft near the coast of South Carolina.I This sedimentary wedge, which ranges in age - from Late Cretaceous (~100 million years) to Holocene , contin-ues to the seaward edge of the Continental Shelf. The' Atlantic Coastal Plain extends from Massachusetts to Florida where it merges with the Gulf Coastal Plain, which extends westward to Texas. The topographic surface of the Coastal Plain slopes gently seaward as do the geologie units underlying this
. sur face .
The Savannah River Plant lies on the Aiken Plateau as defined by Cooke.2 The Aiken Plateau is bounded by the Savannah and Congaree Rivers (Figure 3-1), and slopes from an elevation of 650 ft at the Fall Line to an elevation of about 250 ft. The surface of the Aiken Plateau is highly dissected and is character-ized by broad interfluvial areas with narrow steep-sided valleys. Relief is locally as much as 300 ft.3 The Plateau is generally well drained although small poorly drained depressions occur. The Savannah and Congaree Rivers are the largest in the region. The Savannah River forms the boundary between South Carolina and Georgia. The river has a flood plain 4 to 5 miles 6 wide downstream from Augusta and a stream gradient of about one foot per mile opposite the SRP. Between the Savannah and the Congaree Rivers are the North and I South Forks of the Edisto River and the Salkehatchie River. Both
; of these rivers originate on the Coastal Plain and flow southeast-g ward into the Atlantic Ocean. These rivers do not incise their
? valleys as deeply into the sediments as do the Savannah and j Congaree Rivers .
On the Aiken Plateau there are several soqthwest flowing tributaries to the Savannah River. From the Fall Line these are Horse Creek, Hollow Creek, Upper Three Runs Creek, Four Mile Creek, Pen Branch, Steel Creek, and Lower Three Runs Creek (Figure 3-2). Rf%f'r: fy7t{*gh,; - G-
,- 4 # 3-1
- 1 These creeks, which flow southwestward to join the Savannah River, commonly have asymmetrical valleys with the northwest side being of gentle topographic slope and the southeast side being steeper. It is inferred that the asymmetrical shape is caused by the fact that the course of the creeks is generally parallel to the strike of the '):
Coastal Plain formations and the northwest side approximstes a dip ' slope. Thus, the topography takes the form of a series of mild cuestas. The sediments of the Atlantic Coastal Plain in South Carolina are ' stratified gravel, sand , clay, and limestone which dip-gently i seaward; although, there are local variations in dip and thickness due to locally variable depositional regimes . The base of the Coastal Plain sediments lies on the weathered surface of the W crystalline metamorphic rock that dips at about 36 ft per mile from e Imbedded in basins in the crystalline metamorphic
~
the Fall Line. rock is at least one sedimentary basin of Triassic age. The basin is comprised of sedimentary rocks that are buf f to maroon in color f and contain poorly-sorted sands and clays. The erosional surface L on the crystalline metamorphic rock is continuous across the ? Triassic basin and has a very low relief. l The structural setting of the Atlantic Coastal Plain is a ' monoclinal dip of ~9 to 36 ft per mile to the southeast with some : i local variations. The Triassic basins beneath the Coastal Plain (; were created by tensional rif ting and erosion from fault block ! mountains and deposition into fault block valleys, much as is 1; occurring today in the Basin and Range province of Utah and i Nevada. E 5 During the deposition of the Coastal Plain sediments there was no large-scale faulting due either to tension or compression. However, recent detailed examination has shown some small-scale thrust faulting (on the order of 100 f t displacement) near the Fall (. Line (Belair Fault). Other compressional faults have been f indicated by geophysical methods in the subsurface beneath the L Lower Coastal Plain and the Continental Shelf.4,5 Drilling at SRP' has revealed that interpretation of reflection seismic records i is sometimes misleading due to lensing of reflective layers in the c Coastal Plain sediments. In February 1982 the U.S. Geological Survey released an Open File Report (82-156) that suggested that there was a fault affect-ing a substantial thickness of the Coastal Plain sediments (700 ft of displacement at the base of th+ Coastal Plain sediments decreas-ing to 40 f t in the Eocene sedicents). This postulated fault was also invoked to explain certain spatial head relationships in the Coastal Plain sediments although the authors admitted that the more conventional interpretation was possible. Subsequent detailed work by Georgia Power Co. Indicated that a fault of this magnitude does l I 3-2 l
1 not exist and that the more conventional interpretation of the head relationships is satisfactory. Neither geophysical nor hydrologic work at SRP has indicated the existence of a fault of this , magnitude. t ( 3.2 REGIONAL HYDROLOGY 5'ater moves through the ground from areas of high potential
, energy (usually measured by the combined elevation and pressure ! i.? ads) to areas of lower energy. In general, on the Atlantic Coastal Plain, this involves moving seaward from the higher areas of the Aiken Plateau toward the Continental Shelf. Because most sedimentary units become finer grained toward the coast this move-
} ment becomes exceedingly slow. Of major significance is the modi-fication from this general southeastward movement caused by the incision of the Savannah and Congaree Rivers. Water in the regions of these rivers is diverted toward the hydraulic-energy low caused by discharge to the surface in these river valleys. SRP is totally on the Savannah River side of the groundwater divide that occurs between these two rivers. Thus, in most of the discussions to follow, directions of flow will be determined by the relationship of the groundwater to the Savannah River Valley. The depth of dissection by the southwestward flowing tribu-taries has a significant influence on the direction of flow ir. most hydrostratigraphie units. In general, the direction of flow in the shallow groundwater is most af fected by small tributaries , deeper groundwater by major tributaries, and deepest groundwater only by the Savannah River itself. It is not unusual to have the deepest groundwater moving at right angles or even in the opposite direc-
- tion to the shallow groundwater at a particular location.
The depth to the water table (the beginning of 'the saturated zone, below which all pores are filled with water and above which pores are partially filled with air) ranges from zero to about 125 f t below the surface. The depth to the water table is depend-ant on the horizontal and vertical hydraulic conductivity as well as the topography. In some places where interbedded clays are common, they tend to unpede the vertical movement of water in the saturated zone and a shallow water table exists. In other places where these clays are not present, the water table may be very deep. The water table in general is a subdued replica of the land surface ; however, it generally slopes more gently than the land surface. Thus, deeper water tables commonly exist near the cuesta face of the asymmetrical tributary creek valleys, i.e. , the sauth-east side of the valleys ; whereas shallower water tables exist on the northwest side. 3-3
- - .- . _ - _ - . - - . - . ~ . _ - _ - - - . --
1 i
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f As used in this report, the SRP vicinity extends only to those distances that could have a cause-ef fect relationship to ground-I water at SRP. This distance ranges from about 40 miles from the center of the plant in a northerly direction to about 20 miles in a southeasterly direction. Even though the geologic names used for some of the water-bearing units at SRP extend to great distances , the hydrologic relationships do not. Thus, the hydrologic region i is much more restricted than the geologic region. j The Coastal Plain sediments constitute a multilayer hydrologic { system in which there are retarding beds and beds that transmit l water more readily. Hydraulic properties vary for each of the 3
! hydrostratigraphic units, depending on their lithology. , Croundwater flow paths and flow velocities for each of these units j are goverped by the hydraulic properties, by the geometry of the particular unit, and by the distribution of recharge and discharge in the area.
i Because of the sandy nature of. the sediments and the compara-tively short residence time of groundwater (centuries), the water j in the Coastal Plain sediments is low in dissolved solids. Most of the waters have a low pH (about 5.5) and are generally corrosive to a metal surfaces. j 3.3 TERMINOLOGY In order to discuss the geology and hydrology of the region and of the Savannah River Plant specifically, it =is necessary to *
- designate parts of the geologic column with names. ; Historically, l
- the criteria for designating geologic units' with names is well 1
established, but in practical application, this topic is sometimes i confusing. Ideally, each geologic unit should have a set of physical and visually observable characteristics that distinguish . ' it from other units in the area. When a geologic unit has such a
- set of characteristics and is thick enough and extensive enough to j be shown on the usual scale of geologic mapping,.it is called a 4 " formation" and receives a formal name. These names are designated j and accepted through publication in the open refereed literature
! according to certain rules. I One of the characteristics of rocks that is useful in separat-l ing them into units is the contained fossils, which are indicators j of the age of. the sediments. Age determination from fossils is a highly interpretive ' science, and dif ferent classes of fossils may L l not always provide the same interpreted age. In South Carolina, l l certain parts of the geologic. column consist of rocks with similar
- physical characteristics, and attempts have been made to divide the i
b 3-4 l l
i geologic column on the basis of age determinations. Historically, this has led to great confusion in terminology even though great I progress has been made since 1978 and is continuing. In addition to terminology based on lithostratigraphy (rock
^
strata) and biostratigraphy (fossil strata), it is common under certain circumstances to use terminology derived from hydrostratig-
- graphy (strata designated by the rock's hydrologic characteristics).
It is not necessary that the tenninology for all three of these stratigraphies coincide. - 1
; Where there is confusing terminology, units are sometfmes
; designated not by formal names but by letters. The dif ficulty with this method is that the characteristics of the lettered units are I umaally strange' to the reader, and their relationship to the more i
t commonly used names is not apparent. The purpose of terminology is i ! to convey meaning not to satisfy some assumed " correct" usage. The terminology for the hydrostratigraphic units used in this
; report (Table 3-1) is modified from that used by Siple.3 Table 3-1 j describes the lithology and water-bearing characteristics of these
- units. These terms, as modified , have been found to be very useful I
in numerous studies of groundwater at SRP. Figure 3-3 is a cross e section through SRP from the Fall Line showing the relationship of the units discussed in Table 3-1. Figure 3-4 shows a tentative 1 i correlation of these units to stratigraphic terminology being described in current publications .7.8 9 However , the thrust o f e 1 much of this current literature is on biostratigraphy and regional correlation of mappable units and not on hydrostratigraphy. Thus, j for pgeposes of this report, the older terminology as modified from Siple is retained. However , it is anticipated that when
; acceptable lithostratigraphic and hydrostratigraphic units are l defined and agreed to by the numerous State and Federal agencies involved , the newer terminology will be used.
3.4 DESCRIPTION
OF HYDR 0 STRATIGRAPHIC UNITS Three distinct geologic and hydrologic systems exist in the SRP vicinity:
- The Coastal Plain sediments of Cretaceous and Tertiary age where water occurs in porous, unconsolidated to semiconsolidated sands and clays.
e The buried crystalline metamorphic basement rock consisting of chlorite-hornblende schist , hornblende gneiss, and lesser amounts of quartzites, where water occurs in small fracturns. i 3-5
. l 0 A buried Triassic basin consisting mostly of red consolidat'ed; 'i mudstone with some poorly sorted sandstones, where water occurs in the intergranular space but is very restricted in movement by the extremely low permeability.
, Figure 3-5 shows the depth and thickness of the hydrostratigraphic units at SRP and the water levels associated with each unit near i the center of SRP (at the chemical separations areas also referred to as F and H Areas) as measured in 1972. I 3.4.1 Crystalline Metamorphic Rock Near the center of SRP the crystalline metamorphic rock is buried beneath about 930 f t of unconsolidated-to-semiconsclidated Coastal Plain sediments.10 The surface of the rock dips to the southeast at about 36 ft per mile, and the rock crops out at the Fall Line about 20 miles northwest of SRP.3 Water injection and removal tests on packed-off sections of rock indicate that there are two types of fractures in the crystal-line rock.Il The first type consists of minute fractures that j pervade the entire rock mass but transmit water extremely slowly. Rock that centains only this type of fracture is called " virtually impermeable rock." The other type of fracture is restricted to
; definite zones that are vertically restricted but laterally correlatable and have larger openings that transmit water faster.
Rock that includes this type of fracture is called " hydraulically 7 transmissive rock." Representative values of the hydraulic conductivity are 3 x 10~" gpd/ft2 for virtually im 2 for hydraulically transmissive rock.Ipermeable rock Analysis of and a two-well 0.8 gpd/f tracer t test with tritium indicated a fracture porosity of 0.08% in a i hydraulically transmissive fracture zone.13 Laboratory analyses of I rock cores indicated an average intergranular porosity of 0.13%. Immediately overlying the crystalline rock is a layer of clay (saprolite), which is the residual product of weathering of the crystalline rock. The combined saprolite and basal Tuscaloosa clay (Figure 3-5) i at the top of the metamorphic rock form an effective seal that j separates water in the Coastal Plain sediments from water in the crystalline metamorphic rock. Except for testing programs, there is no pumpage from the metamorphic rock until the Fall Line is approached. From there westward in the Piedmont province, the metamorphic rock provides water for domestic use. 3-6 l
. .n--- --. --. v
1 Because of the prolific aquifers in the Coastal Plain above, it is unlikely that the hydrologic regime of the metamorphic rock will change in this area. Table 3.2 shows a typical chemical analysis of water from the crystallit:e metamorphic rock. The water has a total dissolved
's solids content of about 6,000 mg/L, which is largely calcium (500 mg/L), sodium (1,300 mg/L), sulfate (2,500 mg/L), and chloride (1,100 mg/L) .
i 3.4.2 Triassic Sedimentary Rock ~ A basin of mudstone (the Dunbarton basin), formed in the Triassic Period , is buried within the metamorphic rock beneath about 1200 ft of Coastal Plain sediments (Figure 3-3). The north-west boundary of the basin has been well defined by seismic traverses and by a well that penetrated 1,600 f t of Triassic rock and then passed into the crystalline metamorphic rock below.1" The southeast margin is not as well defined because there is no well similarly placed to the one that defines the northwest margin. The upper surface of the Triassic rock is beveled by the same erosional cycle that created a peneplain on the crystalline rock surface. This surface is now tilted about 36 ft per mile,3 but after correcting for this dip, the surface is extremely flat and j featureless. { The depth to the bottom of the Dunbarton basin is not known l from well penetration except along the northwest border. A well near the center of the basin was drilled to a depth of 4,200 f t and did not penetrate crystalline rock. l The Triassic sediments consist of poorly sorted, consolidated gravel, sand, silt, and clay. The coarser material is found near the northwest margin where fanglomerates are abundant. Nearer the center, sand, silt, and clay predominate ; however, the sorting is I always extremely poor,l which causes an extremely low primary permeability in the Triassic rocks. The lithology of the clasts in the sedimentary rock indicate that they were derived from the crystalline metamorphic rock to the northwest of the Dunbarton l basin. Many of the sands are arkosic, showing rapid deposition. \l Triassic sedimentary rock is typically red , like most of the I East Coast Triassic rocks. There are, however , a few buf f to pinkish sands. In the red mudstone beds, there are occasional 1 layers or patches of green caused by local reducing conditions. Groundwater occurs in the primary porosity of the Triassic I clastic rock. However, the hydraulic conductivity is extremely low, and water movement is almost nonexistent. 3-7 9
The hydraulic conductivity of the Triassic sedimentary rock as determined from field tests 15 ranged from 10-4 to 10-7gpd/ft2, The average total porosity was 8.0% for sandstones and 3.3% for _ mudstones. The average effective porosity was 7.0% for sandstones g and 0.53% for mudstones. 5 No water is pumped from the Dunbarton basin, nor is there likely to be in the future because of the poor water quality and the low permeability of the rocks. Table 3-2 lists some chemical analyses of water samples from the Triassic rock in the Dunbarton basin. S amples from the deeper 3 wells near the center of the basin had total dissolved solids contents (almost entirely sodium chloride) of 12,000 and 18,000 mg/L. 3.4.3 Toscaloosa Formation 3.4.3.1 Hydrostratigraphy
, The Tuscaloosa Formation consists primarily of fluvial and i estuarine deposits of cross-bedded sand and gravel with lenses of
! silt and clay. It rests directly on saprolite, a residual clay I weathered from the crystalline metamorphic rock. The Tuscaloosa is overlain conformably by the E11enton Formation, but near the Fall
-{ Line, where the Ellenton is absent, it is overlain unconformably by sediments of Tertiary and Quaternary age.3 The Tuscaloosa crops i
out in a belt that extends from Western Tennessee to North Carolina. In South Carolina, this belt is from 10 to 30 miles ( wide. The thickness of the Tuscaloosa ranges from zero at the Fall Line to about 600 ft beneath SRP (Figure 3-3). The thickness remains fairly constant in the SRP area. [' In this region, the Tuscaloosa consists of light gray to
'i white, tan, and buff colored cross-bedded quartzitic to arkosic i
y coarse sand and gravel, with lenses of white, pink, red, brown, and purple silt and clay.3 Ferruginous sandstone concretions, f i siderite nodules, and lenses of kaolin 2 to 40 ft thick are present in the Tuscaloosa. The chief minerals in the sediments are quartz, feldspar, and mica, which were derived from weathering of the [=' igneous and metamorphic rocks of the Piedmont province to the northwest. 1 In areas of the South Carolina Coastal Plain within about l 25 miles of the Fall Line, sand beds in the Tuscaloosa Fermation ) l'; form one of the major supplies of groundwater. Industrial wells in ! d this aquifer commonly yield more than 1,000 gpm of good quality j water. t 5 L 3-8
.x
!, ' l O
The.Tuscaloosa Formation is the thickest (600 f t) of the
& Coastal Plain formations in this area (Figures 3-3 and 3-5). Near l
. the center of the SRP site, the units of the Tuscaloosa Formation
- from top to bottom (Figure 3-5) are : (1) a unit of clay, sandy i clay, or clayey sand about 60 ft thick; (2) an aquifer unit of well-sorted medium to coarse sand about 150 f t thick; (3) a unit, about 40 ft thick, in which one or more clay lenses occur; (4) an aquifer unit of well-sorted medium-to-coarse sand about 300 f t I thick; and (5) a basal unit of sandy clay about 40 f t thick. The l two aquifer units (2 and 4) combined are about 450 f t thick and are used singly and together to supply water-production wells at SRP.
f For many purposes, they are treated as one aquifer ; however, they
, are hydraulically separated at SRP, except near wells that take I water from beth units.
3.4.3.2 Hydrologic Characteristics l Field tests of the transmissivity of the Tuscaloosa Formation l; were made when the original wells were drilled during the con-struction of SRP.3 A representative value of transmissivity is listed in Table 3-3 for each area at SRP shown on Figure 3-6.16
! The average of these 11 transmissivity values is 118,000 gpd/ f t ;
the median is 110,000 gpd/ f t.
' Storage coef ficients were determined for seven regions of the Tuscaloosa Formation;3 the average value is 4.5 x 10"'.
Effective porosities were assumed to be 20% and 30%, which seem
; reasonable , for calculating the water velocity.3 .
j A piezometric map for the Tuscaloosa Formation is shown in Figure 3-7. Continuous hydrographs on selected wells (Figure 3-8) show that there has been no progressive decline in water level as a
, result of plant punpage. Thus, the piezometric map was still ! representative up to 1973.
i The locations of SRP and the outcrop area of the Tuscaloosa Formation are ahown in Figure 3-7. Where the outcrop area is high in elevation, such as on the Aiken Plateau in the northeast sector,
! water recharged to the Tuscaloosa Formation exceeds the water discharged to local streams, and this excess water moves southeast-vard through the aquifer. Where the outcrop area is low in eleva-tion, such as along the Savannah River Valley in the northwest sector, water discharges from the formation. Thus , the pattern of
- ; flow is arcuate.
l t Recently (1982) two independent piezometric maps of the Tuscaloosa aquifer have been published . The first of these l (Figure 3-9) was prepared by Faye and Prowe11 17 based on data from 1945 to 1981. The general piezometric pattern presented on this 3-9 i
map is the same as that presented by Siple,3 and the map shows an arcuate flow pattern toward a sink along the Savannah River. Another piezometric map of the Tuscaloosa Formation (Figure 3-10) was prepared-in a study for Georgia Power Co.18 using only data from May to June 1982. This map also shows a groundwater sink I along the Savannah River. All of these maps indicate that ground-water in the Tuscaloosa Formation does not cross from South Carolina into Georgia or from Georgia into South Carolina. Even though the term Tuscaloosa Formation has been used for geologic deposits from North Carolina to Louisiana, and it is a prolific aquifer in parts of North Carolina, South Carolina, and I Georgia, the . vater in the formation that passes beneath SRP re-i charges and discharges from the formation only in Aiken, Barnwell,
~
j and Allendale Counties of South Carolina.. In general, the three ; piezometric maps referenced above do not distinguish between wells ' ' in upper and lower aquifers of the Tuscaloosa Formation; yet it is known at SRP that wells screened near the base of the lower Tuscaloosa that are away frem centers of pumpage have a higher water level than those in the upper part of the Tuscaloosa. Figure 3-11 is a piezometric map of the Tuscaloosa aquifer on SRP only. Water level data from wells screened only at the bottom of the aquifer were not used. Although the data for this map is a} sparce, flow in the Tuscaloosa toward the Savannah River is 9 confirmed but a curved flow pattern is not. if !i .The relationship of water levels in the Tuscaloosa Formation j to those in overlying formations at H Area in 1972 is shown in ]'j. Figure 3-5. The head in'the Tuscaloosa is 5 to 6 feet above those in the Congaree ; however, these particular Tbscaloosa observation wells are within the influence of the cone of depression caused by the continuous pumpage from nearby wells in H Area. A single water-level measurement in 1952, before pumping began, indicates a water level of 192 feet above sea level in H Area. In addition to showing more detailed stratigraphy at SRP, Figure 3-5 also shows that the water head in the Coastal Plain formations in the vicinity of H Area generally decreases with increasing depth down to the Congaree Formation. This trend indicates some downward movement .if water in addition to its horizontal movement. The Congaree Formation crops out in the more h deeply incised stream valleys on the plant site, and the water head in this aquifer is controlled in part by the elevation of these ! onplant_ streams. The water heads in the Tuscaloosa and Ellenton p Formations are higher than that in the Congaree Formation (Figure 3-5), showing that the Tuscaloosa and Ellenton Formations y at SRP are separated from the Congaree Formation by a confining
.! layer. Figure 3-12 shows the vertical head relationships near 'the southern boundary of the plant where the water level in the Tuscaloosa Formation is also higher than in the Congaree.
i 4 i 3-10
, ~ . _ - _ _ _ _ . _
Figure 3-12 also shows that the water level in the deep l t Tuscaloosa aquifer is higher than that in the shallower Tuscaloosa aquifer by about 28 ft. This difference means that care must be exercised in construc-ting a Tuscaloosa piezometric map. Each aquifer must be mapped separately. Figure 3-11 is a map of the Upper Aquifer of the Tuscaloosa Formation. The water levels in PSA and P7A (both screened in the Lower Aquifer of the Tuscaloosa Formation) are not shown, because they are 25 and 10 ft higher, respectively, than 1 those of the Upper Aquifer at those locations. . Figure 3-13 shows the vertical head relationships near M Area j where the Tuscaloosa water level is below that of the Congaree. At l , this location there is a continuous decline of head with depth indicating that this is_a recharge area for the Tuscaloosa, similar to much of the area on the Aiken Plateau northwest of SRP. In the outcrop area of the Tuscaloosa Formation, hydraulic l gradients are steep (0.003 ft/ft) and groundwater velocities are correspondingly high. Downdip where the Tuscaloosa is overlain by a significant thickness of other Coastal Plain sediments, the ' gradients 3 are gentler (0.0007 ft/ft) and the velocities are lower. , Siple calculated the horizontal velocity of water of 180 ft/yr using the following hydraulic constants: hydraulic conductivity of 1000 gpd/ft2, a gradient of 4 ft/ mile (0.0007 ft/ft).- and an i effective porosity of 20%. i I f Water is naturally discharged from the Tuscaloosa where the outcrop area is low in elevation, as in the Savannah River and Horse Creek valleys. In these regions, the base flow of streans is 1 i supported by discharge from the Tuscaloosa. As shown in Figure 3-8, 22 years of pumping about 10 ft3 7,,e (4500 gpd) at the Savannah River Plant caused no progressive de-cline in water levels in the Tuscaloosa Formation. The Turc41oosa is a prolific aquifer in this region, and developmer.: for indus-trial or irrigational use can be expected in the future. Water development is discussed in Section 4. 3.4.3.3 Water Quality Water from the Tuscaloosa Formation is low in dissolved solids (Table 3-4). Specific analyses of water from the Tuscaloosa are given in Table 3-5. Locations of the sampled wells are shown in Figure 3-14. Because the water is soft and acidic, it has a tend- ! ency to corrode most metal surfaces.3 This is especially true i where the water contains appreciable amounts of dissolved oxygen and carbon dioxide. The dissolved oxygen content of veter from the 3-11
Tuscaloosa Formation around the separations areas is very low,19 and the sulfate content is about 13 mg/L. The dissolved oxygen content is inversely related to the sulfate content of the water . In the northwest part of SRP nearer the outcrop area, water in the Tuscaloosa is near saturation with dissolved oxygen while the sul-fate content is very low. 3.4.4 Ellenton Formation 3.4.4.1 Hydrostratigraphy . The Ellenton Formation overlies the Tuscaloosa Formation and consists of dark lignitic clay with coarse sand units. It is thought to be Late Cretaceous or Paleocene in age and is unconform-ably overlain by the Congaree Formation (of the Eocene Epoch). The known Ellenton sediments are entirely within the subsurface ; they range in thickness from zero near the northwest boundary of SRP to about 100 ft southeast of SRP.3 Just inside the northwest boundary of SRP, however , the thickness of the Ellenton is about 40 f t as
=
shown on a diagram by Siple 3 and by recent coring in this area by SRP. The Ellenton Formation was described and named by Siple from subsurface studies on the Savannah River Plant.3 The formation was not correlated out of this area, but Siple speculated that it might be equivalent to the Black Creek Formation of Late Cretaceous age or the Black Mingo Formation of Paleocene or early Eocene age. The lignitic clay is dark gray to black, sandy, and micaceous. It is interbedded with medium quartz sand. The clay contains
~
pyrite and gypsus. The upper part of the formation is character-ized by gray silty-to-sandy clay with which gypsum is associated . The lower part consists generally of medium-to-coarse clayey quartz sand , which is very coarse and gravelly in some areas.3 In many places in the vicinity of SRP, there is a thick clay at the top of the Tuscaloosa (Figure 3-5) which apparently sepa-i rates the aquifers of the Ellenton and the Tuscaloosa. However, this clay contains lenses of sand that may connect the two aquifers. Although the Tuscaloosa Formation can be dif ferentiated from the Ellenton Formation, the permeable or waterbearing zones within the two formations are not completely separated by an inter-vening confining bed.3 Since groundwater is free to move from one formation into the other where they are hydraulic ally connected, the permeable zones in the Tuscaloosa and Ellenton For,itions are considered to constitute a single aquifer over a lar;e part of the area. The water levels shown in Figure 3-5 indicate Aat;this is probably the case. i I 3-12
i 3.4.4.2 Hydrologic Chcrectsrictico I Some of the sand lenses in the Ellenton may be as permeable as sands in the Tuscaloosa, but they are not as thick as the Tuscaloosa sands, and are therefore not developed by wells as commonly as those of the Tuscaloosa. [ Pumping tests to determine hydraulic constants are rare in the Ellenton Formation. In general, Siple did not distinguish l between the Ellenton and the Tuscaloosa Formations in reporting the
! results of pumping tests.
5 i Figure 3-5 shows the relationship of the water level in the j Ellenton to water levels in the formations above and beJow. The water level in the Ellenton is above that in the Tuscaloosa in { Figure 3-5 because these Tuscaloosa wells are all within the
,- cone of depression of the continuous pumping in H Area. These i Tuscaloosa observation wells are probably more responsive to the
{ hydraulic effects of this local pumping than is the Ellenton well. I
- No piezometric map exclusively of the Ellenton Formation exists. Thus, little is known about the lateral flow path of water
$ within the formation. Because it is apparently hydraulically con-
{ nected to the Tuscaloosa-Formation, its flow pattern is probably 2 similar.
. The hydraulic heads shown on Figure 3-5 indicate that there is f
not a direct hydraulic connection between the Ellenton and the overlying Congaree Formation. Although the clays that separate the [ Ellenton and the Congaree are not thick, they are apparently exten-sive and continuous enough to impede the hydraulic connection. A _ pisolitic clay at the base of the Congaree appears to be extensive j and may constitute the principal confining bed that separates the
; Congaree and the deeper hydrologic system.3 The upper part of the j Ellenton is a sandy clay, which may also function as a confining , bed between the Ellenton and the Congatee.
r The poor hydraulic connection of the Ellenton with the i Congaree and the apparent good connection with the Tuscaloosa can I be explained on the basis of the sedimentary environments of these formations. The Tuscaloosa wr.s deposited under nonmarine condi-
- 1. tions, and therefore the sands and clays might be discontinuous.
I The Ellenton was deposited under both nonmarine and estuarine
! conditions. However, the Congaree was deposited under marine i conditions, which would be conducive to deposition of extensive l continuous layers of clay and layers of sand.
I Because the Ellenton is entirely a subsurface formation, there in no natural discharge to the surface. Water passing through the Ellenton is principally recharged by and discharged to the Tuscaloosa Formation. 3-13 I 1 l l 1
Although few wells pump exclusively from the Ellenton Forma-tion, some wells that are screened in the Tuscaloosa are also screened in the Ellenton. Thus it is dif ficult to estimate the quantity pumped from the Ellenton alone. I J The course of future well development in the E11enton will parallel the development of the Tuscaloosa Formation. W ') 3.4.4.3 Water Quality A summary of chemical analyses of water from the El'lenton Formation is given in Tabite 3-4. Its dissolved solids content is somewhat higher than that of water from the Tuscaloosa, but it is still very low. 3.4.5 Congaree Formation 3.A.S.1 Hydrostratigraphy 'l The Congaree Formation was included in the McBean Formation by Cooke,2 and this usage was followed by the U.S. Army Corps of Engineers during the original foundation studies for the construc-l tion of the Savannah River Plant.20 The lower part of the original McBean was raised to formational status and called the Congaree Formation and the Warley Hill Marl by Cooke and MacNeil.21 In d i s-- cussing geology and groundwater at r'P, Siple used the term "McBean" both to include all ' deposits of Claiborne age and to - include only the upper part of these deposits. In much o f the area studied by Siple, the two formations could not be distinguished either where exposed or in well logs.20 Subsequent investigations at SRP have shown that for hydrolo-gic studies, it is desirable to distinguish the McBean Formation (as used in the restricted sense) from the Congaree Formation, because in the central part of SRP the water level in the Congaree is about 80 ft lower than that in the McBean (restricted sense), and the Congaree is more permeable.20 These two hydrostratigraphic units are separated by a clay layer informally called the " Green Clay" in studies at SRP. This clay occupies the same stratigraphic position as the Warley Hill Marl of Cooke and MacNeil.21 In discussing the geohydrology, the term McBean Formation will be used only in the restricted sense. The term " deposits of Claiborne age" will be used to refar to the broad sense in which the term "McBean Formation" was previously used .2 The deposits of Claiborne age strike about N 60*E and dip about 8 to 9 f t per mile toward the south or southeast.3 Their 3-l'4 [
J f. i I l thickness ~ ranges from zero near the Fall Line to about 250 ft in southeastern Allendale County. In the central part of SRP, the Claiborne deposits are about 200 f t thick (Figure 3-5), of which about 120 ft is Congaree Formation. The Congaree Formation has a relatively high hydraulic conductivity and fonna a relatively high-yielding aquifer , second only to the Tuscaloosa Formation in this area. In the central SRP area, the Congaree Formation consists of gray,2 green, and can sand with some layers of gray, green, of tan In the northwest SRP area, it consists p' imarily of tan clay. clayey sand. It is slightly glauconitic in some places, slightly calcareous in others. In some locations in Calhoun County, SC, it consists of well to poorly sorted sand, fuller's earth, brittle ailtstone, and light gray to green shale, alternating with thin-bedded fine-grained sandstone. Elsewhere in Immington and Calhoun Counties, it includes tan, white, and reddish-brown cross-bedded sand very similar to that in the McBean Formation.3 Although subdivision of two Claiborne Group may be warranted in the SRP area and in other parts of SoMh Carolina and Georgia, such subdivision appears less warranted . mrd the Fall Line be-cause the shortward facies of each unit graws into a comparatively thin zone, and the ability to distinguist them becomes uncertain. That this is so is confirmed by drilling in t.he northwestern part of SRP (M Area), where the " Green Clay" is thin and discontinuous and the sediments of both McBean and Congaree are very sinitar in appearance. A pisolitic clay zone at the base of the Claiborne deposits is ! the base of the Congaree Formation.3 If this characteristic clay is correlative with a similar pisolitic clay zone at the base of the Claiborne deposits on the Gulf Coast, then it is likely that the clay is continuous within the SRP area. This may be the effective confining bed that hydrologically separates the aquifer in the Congaree Formation from that of the Ellenton Formation. The " Green Clay" layer at the top of the Congaree Formation appears to be continuous in the central SRP area. In the northwest SRP area, i.e., updip, it becomes discontinuous. This clay is I hydrologically significant because it supports a large head differ-ential between water in the McBean Formation above and water in the Congaree Formation below. In the northwest SRP area where the clay is discontinuous, the head differential-is not as large. To the south it appears that the green clay thickens to about 60 f t to become what is referred to in Georgia as the Blue Bluff Marl of the Lisbon Formation (Figure 3-4). It is encountered at the Vogtle i Nuclear Power Station in Georgia, in wells in the southern part of l SRP, and offsite to the south. However, intermediate wells to j confirm the tentative correlation of the " Green Clay" with the Blue 1 3-15
Bluff Marl do not exist. The " Green Clay" is herein considered to be part of the Congaree Formation even though there is no faunal support for this assignment. This clay consists of gray-to green , dense, occasionally indurated clay.20 The indurated nature of the clay is commonly caused by dense compaction and siliccous cement. Calcareous cement is usually absent from this indurated zone. Farther south calareous cement may be more common. The sand beds of the Congaree Formation constitute an aquifer in this region that is second only to the Tuscaloosa aquifer in productivity. Maximum yields of 660 gpm with 50 f t of drawdown have been reported from wells in Claiborne deposits on SRP.3 Much of the water produced by high yielding wells reported to be pumping from the McBean Formation (in the broad sense , i.e. , Claiborne deposits) probably comes from the Congaree Formation. Another well in these deposits yielded only 175 gpm with 50 f t of drawdown. Wells in the municipal well field at Barnwell, SC, have yielded as much as 400 gpm with 40 f t of drawdosm. However, in other areas such as northwestern SRP (M Area), the yield may be as low as 30 gpm with 30 f t of drawdown. 3.4.5.2 Hydrologic Characteristics Table 3-6 lists hydraulic constants for the Claiborne depos-its. Two of the tests, which were located near the central part o f SRP, indicated a hydraulic conductivity of nearly 1000 gpd/ f t2, whereas one of the values (for the test near M Area) is 50 times less than this. The median value for 10 slug tests (decay of an instantaneous head change) in sandy zones of the Congaree Formation in the separations areas of SRP 22 was 44 gpd/ f t2 The median of two water-level recovery tests was 37 gpd/ f t2 Values for the median hydraulic conductivities for the Tertiary hydrostratigraphic units in the separations areas determined frem aquifer tests are shown in Table 3-7. The results of pauping tests, recovery tests, and slug tests on Tertiary units in the separations areas are shown in Figure 3-15. Laboratory tests by the U.S. Army Corps of Engineers indicated a median value of 43% for the total porosity of the upper part of the Congaree Formation. However, this porosity should not be used to calculate the groundwater velocity in this formation. The effective porosity should be used for this calculation. It is estimated that an ef fective porosity of 20% is reasonable. A p um p-ing test in northwestern SRP gave a value of 14%. Figure 3-5 shows the water level in the Congaree Formation and its relationship to that in the hydrostratigraphie units above and 3-16
3
- }.
A
- b. .
. below. ~ These data are for one location in the separations areas where water level differences are probably at their maximum. Near
- ji the discharge areas of creek valleys, water levels of the several i' Tertiary aquifers converge (Figure 3-16). !
g The fluctuation of water levels in the Congaree Formation and their relationship to those in other hydrostratigraphie units are
} shown in Figure 3-17.
7 ~
- - The spatial variation of water levels in the Congaree Formation
. In the separations areas is shown in Figure 3-18. This piezometric j map indicates a northwestward movement of water across the separa-tions areas. This direction of movement is governed by the dis-Q] charge of the water in the Congaree Formation to Upper Three Runs g Creek, where the " Green Clay" is breached . Because Four Mile Creek
.4 does not breach the " Green Clay," the piezometric map is unaf fected
; by its valley. This map has adequate water level control. Figure 7 3-19 shows a regional piezometric map for the Congaree even though
[ the control.is not as good.
!r i As shown in Figure 3-19 the water levels in the Congaree !- Formation are significantly drawn down by the groundwater discharge
[ to the Savannah River and to Upper Three Runs Creek. Two regional piezometric maps of the Congaree have been recently published (1982), but neither reflects the significant drawdown due to the incision of the formation by Upper Three Runs Creek. The first by Faye and Prowe11 17 is shown in Figure 3-20. The second prepared by Georgia Power Co.18 is shown in Figure 3-21. The vertical head relationships of the Congaree to the units above and below are shown in Figures 3-5, 3-16, and 3-17. These figures show that the head in the Congaree Formation in the separa-tions areas is the lowest of any hydrostratigraphie unit in the Coastal Plain system. This is brought about by two factors: (1) the low permeability of the " Green Clay" through which recharge must take place, and (2) the high hydraulic conductivity of the Congaree sands below the " Green Clay," which enhances lateral movement and discharge to the deeper creek valleys. Upward recharge of water to the Congaree from the Ellenton-Tuscaloosa systems is also impeded by clay layers at the base of the Congaree and at the top of the Ellenton. The lateral hydraulic gradient, I, in the Congaree Formation (Figure 3-18) ranges from about 0.003 to 0.005 f t/ft. Using a hydraulic conductivity, K, of 4.9 ft/ day (Table 3-7) and an
- effective porosity, c, of 20%, the flow velocity would be y, , 365 days /yr x 0.0 ft/ f t x 4.9 ft/ day , g i
3-17
i '. I I [ 'ne natural discharge areas for the Congaree Formation at SRP
- .- are the swamps and marshes along Upper Three Runs Creek and along 4
the Savannah River Valley. Although springs do occur, most of the i discharge occurs along the valley bottoms in swamps, making it
- i. difficult to measure.
l On a regional basis, the dissecting creeks divide the ground- , water in the Congaree Formation into discrete subunits. Depending f on the depth of dissection, groundwater is confined to its own i . subunit . Thus,' even though the hydraulic characteristics of the
- formation may be similar throughout the area, each subunit has its [
1 own recharge area and its own discharge area. If dissection is through most of the formation thickness, then no water would move from one subunit to another. i.
- Figure 3-19 is a potentiometric map of the Congaree Formation i on SRP and shows the dominant influence of Upper Three Rune Creek ;
and the Savannah River. ' l The Congaree Formation provides water to SRP (tens to hundrede i of gallons per minute) and to the rural population around SRP. In the M-Area vicinity the Congaree Formation is clayey sand rather j than sand as it is farther downdip. Thus well yields in this area i are not nearly.as high as in the downdip areas. Coiapare the value s i ;of 18 gpd/ f t2 hydraulic conductivity near M Area as shown in l Table 3-6 to the value of ~1000 gpd/ f t2 obtaine.d from ptssping tests i near C Area and P. Area. The ntsaber of users will probably increase
! as the region develops ; but most users that require' thousands of t.
gallons per. minute will develop it from the Tuscaloosa Formation . Thus, the- total quantity pumped from the Congaree Formation will i probably increase more slowly than the total quantity pumped from 1 the Tuscaloosa Formation. ' j 3.4.5.3 Water Quality - I Ranges and medians of chemical analyses of water from deposits of Eocene age are given in Table 3-4 as reported by Siple.3 These j analyses are grouped .into those from Eocene timestone, which would be primarily for water from the McBean Formation but might include
- some analyses of water from the Congaree Formation, and those of !
water from Eocene - sand , which would include the Barnwell, McBean, ] and Congaree Formations. , i j The analyses of water from the Eocene sands is similar to
- chose from the Tuscaloosa Formation, which is also predominantly
- _ sand. The water is low in dissolved solide (about 20 ppa) and is
- acidic (pH about 5.5). In comparison, the water- from the Eocene
~
{ limestone la much higher in dissolved solids (about 100 ppm) and , te nearly neutral (pH about 7). Most of the increase in dissolved
- i j 3-18 4
k l
i F
'. l ;
solids is due to increases in calcium and bicarbonate ions, as l would be expected from sediments high in calcium carbonate. J i Two analyses of water from sands in the Congaree Formation are shown in Table 3-5. The analyses are similar to those reported for
- ; Eocene limestone by Siple, including a high calcium and bicarbonate content. These zones in the Congaree Formation probably contained some calcareous cement, giving rise to the ionic content of this water.
3.4.6 McBean Formation 3.4.6.2 Hydrostratigraphy As previously discussed, the tern McBean was orginally used to (y designate all deposits of Claiborne age-in this area, but it is now 'g used to designate only the upper part of these sediments. Even though this distinction was originally made on a stratigraphic { basis, the distinction is even more significant on a hydrologic g basis. Hydraulic head dif ferences between the McBean and Congaree i Formations are large in many places, and the Congaree is about ten ( times more permeable. h The McBean Formation may be divided into two subunits, an l upper unit consisting of tan clayey sands and occasionally red
, sand,20 and a lower unit consisting of light t an-to -whi te
- calcareous clayey sand . This lower unit is locally referred to as -
l the " calcareous zone"; in some places, it contains void spaces that
)
result in rod drops or lost circulation during drilling [ operations.2 To the northwest these void spaces appear to
; decrease so that no calcareous zone exists in the northwest part of j SRP (M Area). However, to the southeast the time content of the zone increases as do void spaces. Southeast of SRP the zone becomes limestone with only small amounts of sand, and its water
{ yielding potential increases . The McBean Formation is considered to be the shoreward facies of the Santee limestone , which occurs to the southeast.3 In the SRP area, the calcareous zone may represent a tongue of the Santee limes tone . Toward the Fall Line to the northwest of SRP, it becomes more difficult to distinguish the several Eocene formations, and Siple maps the Eocene deposits undifferentiated. In the northwest SRP area (M Area), the calcareous zone is replaced by a clayey sand unit. Groundwater occurs in both the upper sandy unit and in the calcareous zone, but neither are prolific aquifers in the central part of SRP. Farther to the southeast, where the calcareous con-tent, as well as the ntenber and size of the voids in the calcareous zone increase, well yields are moderate. 3-19
As with the Congaree Formation, creeks in the region dissect the McBean Formation, and divide the hydrogeologic unit into separated subunits, each having its own recharge and discharge area. Because the McBean is a shallower formation than the Congaree, smaller creeks with less deeply incised valleys make these divisions. The subunits of the McBean are therefore smaller than those of the Congaree. In the separations areas, the only stream that cuts into the Congaree is Upper Three Runs Creek, whereas the McBean is incised by Upper Three Runs Creek, several of its larger tributaries, and Four Mile Creek. Thus, groundwater that enters the McBean Formation in the separations areas cannot migrate to other subunits of the McBean. - l 3.4.6.2 Hydrologic Characteristics The median hydraulic conductivity of the upper sand of the McBean Formation is 3.2 gpd/ f t 2 and that of the calcareous zone is about half that of the upper sand (Table 3-7). Figure 3-15 shows the median and range of hydraulic conductivity as measured in the field by slug tests, recovery tests, and drawdown tests. Figure 3-22 shows the range and median of laboratory measurements of hydraulic conductivity. As with the Congaree Formation, determinations of total porosity
- of the McBean Formation were made, but these are not useful for calcu-lating groundwater velocity. For this purpose, an effective porosity i value of 20% is used.
Fluid losses in the calcareous zone during drilling operations make it appear very permeable. However, punping tests on the calcare-ous zone indicate a low hydraulic conductivity (Table 3-7 and Figure 3-15). The observation and pumping wells used in these tests were developed using surge block and water jet techniques. Response tests also indicated good connections of the fluid in the wells to the fluid in the formation. Apparently zones of higher permeability do not i connect over large distances, and the regional permeability of the calcareous zone is lower than it appears from drilling experience. Water levels in both the upper sand unit and in the calcareous zone are shown in Figurea 3-5 and 3-17. These data, based on wells in the recharge area, indicate a difference of about 2 ft in hydraulic head between the top of the McBean Formation and its base. This indicates a better hydraulic connection between the sandy unit of the McBean and the calcareous zone than between the McBean and the Congaree Formation below or the Barnwell Formation above. Figure 3-23 shows the piezometric surface of the upper part of the McBean Formation in the separations areas. This map indicates lateral flow in the upper part of the McBean Formation toward Upper Three Runs Creek to the north and toward Four Mile Creek to the south. Because of the hydraulic connection between the upper sandy 3-20
- _ _ _ . . _ _ _ _ . _ . _ _ __ _. ~ . - _ _- . . _ . - . _ _ . - _._ -.
y ',
- 1 .s i !
l e I zone and the calcareous zone, Figure 3-23 can probably be used to deter-
- eine the app-oximate flow path of water in the calcareous zone also.
As previously described , the " Green Clay" impedes downward movement of water from the McBean to the Congaree Formation in the central part j of SRP, thereby contributing to a hydraulic head differential of about ! 80 ft (Figure 3-5). 1
- In the Barnwell Formation just above the McBean Formation.
! a " Tan Clay" impedes vertical movement of water from the Barnwell , i < Formation into the McBean. This " Tan Clay" is not as continuous as the ' i
~
" Green Clay", and it has a higher hydraulic conductivity. The McBean
} Formation is less permeable than the Congaree and therefore does not l- , conduct water laterally as quickly; thus, the head dif ferential between the Barnwell and the McBean Formations is only about 12 ft (Figure 3-5) ] as opposed to the 80 f t dif ferential between the McBean and Congaree. j
! The hgdraulic conductivity of the upper sand unit of the McBean is 4 . 3.2 spd/f t (Table 3-7) in the central part of SRP. Using this value ;
j i together with an effective porosity of 20% and a hydraulic gradient of 0.017 f t/ ft (Figure 3-23), the average horizontal velocity is calculated l 4 - to be: l y , jyt , 365 days /yr x 0.017 f t/ f t x 0.4 ft/d_al = 12.4 f t/yr ; i c 0.20 l l l l f Assuming the same gradient as for the Upper McCean, the regional L
- e groundwater velocity in the calcareous zone is calculated to be
'. y , Jgt , 365 days /yr x 0.017 f t/ f t x 0.23 f t/ day , 7, g g j ,
c 0.20
- k-1 i The natural discharge areas of the McBean Formation in the
- j separations areas are along the banks of Upper Three Runs Creek and its major tributaries and in the valley floor and along the banks of Four '
! [ Mile Creek. t In the northwest part of SRP (M Area) the average hydraulle con- , I ductivity of the McBean and Congaree Formations together, as determined I L~ 'from a pumping test, is 2.5 ft/ day with a hydraulic gradient of i 0.003 ~ f t/ft and an effective porosity of 0.14. The average velocity is thus about 20 ft/yr. l l p Water from the McBean Formation is not used for industrial or ' l } municipal purposes. . Larger welle producing from the Claiborne deposits L probably derive most of their water from 'the Congaree. The McBean is , h however, suf ficiently permeable in some places to supply water for y domestic use. t i: Because the McBean Formation is not used for large supplies of 1 water, it is not anticipated that there will be much future change in the hydrologic regime of this formation. The head dif ferential between J l the McBean and Congaree is about 80 f t at 3-21 I i ! . l ( gr ,----ser,. m~-e.-- -,y, , , - , >,-.----+g--m,-..-w- , .w v.w.., - , _~~...r--r--,,,-.wn, -www.---e--- ,-- an -m,--w.- ---,-----,------,neew~~ mr~
present, and even if the Congaree were subjected to additional drawdown, it is unlikely that there would be much ef fect on the McBean hydrology. Dissection of the McBean by local creeks also divides the formation into subunits whose hydrologic regime is unaffected by adjacent subunits. Thus, increased development in one of the sub-units would have little ef fect on the regional hydrology o f this formation. 3.4.6.3 Water Quality Samples of water from Eocene sand and Eocene limestone proba-bly include some water from both the upper sand and the calcareous subunits of the McBean Formation. The median and range of chemical analysea are listed in Table 3-4. The water from both subunits is low in dissolved solids, with the water from the upper sand subunit having the much lower content of dissolved solids. The dif ferences in the chemical characteristics of water from the two subunits of the McBean are readily apparent in Table 3-5. Well HC3D in tha upper sandy unit has a total dissolved solids content of 14 ppm, with all constituents being very low. The other three wells are screened in the calcareous zone and have a dissolved solida content of more than 50 ppm, with higher calcium and bicarbonate contents. The pH of the water from the calcareous zone is near 7, while that . of water from the upper sandy zone is generally less than 5. 3.4.7 Barnwell Formation 3.4.7.1 Hydrostratigraphy The Barnwell Formation is reported to be Jackson (uppermost Eocene) in age.3 It directly overlies the McBean Formation and is exposed over a considerable area in the uplands of Aiken and Barnwell Counties. The formation thickens to the southeast from zero in the northeastern part of Aiken County to about 90 f t at the southeastern boundary of Barnwell County. The Barnwell Formation is overlain by the Hawthorn Formation, irem which it is usually difficult to distinguish. In the separations areas, these two units together are usually about 100 ft thick. The Barnwell Formation consists mainly of deep red fine-to-coarse clayey sand and compact sandy clay. Other parts of the formation contain beds of mottled gray or greenish gray sandy clay and layers of ferruginous sandstone that range in thickness f rom 1 inch to 3 feet. Although fossils at some places indicate a marine origin, material identified as Barnwell may have been 1 3-22 l
k_ .., i deposited in other places as alluvium during Pliccene to l Pleistocene time.3 Beds of limestone occur in the Barnwell Formation in Georgia, but none have been recognized in South
- ; Carolina.
These factors indicate that a considerable part of the Barnwell Formation was deposited as an arenaceous timestone in a
? near-shore or estuarine environment. Some evidence of the remnant calcareous nature of the formation is indicated by the compara-tively high proportion of calcium carbonate found in groundwater ; circulating in this unit.3 _
In the separations areas, the Barnwell Formation appears divisible into three parts: 1
- The lowest unit " Tan Clay" commonly consists of two thin clay
- layers separated by a sandy zone. The entire unit is about j 10 to 15 ft thick and is semicontinuous over the area.
e Above the " Tan Clay" is a sitty sand unit. O to 40 f t thick. e Above the silty sand is a unit of clayey sand, O to 100 ft thick, that may include beds of sitty clay or lenses of silty sand. This sand is slightly less permeable than the underlying silty sand. l Because of the large amount of clay and sitt mixed with the sands, the Barnwell Formation does not generally yield water to ve11s. However, an occasional lens of sand may be relatively free of clay and can provide adequate quantitles of water for domestic j use. 3.4.7.2 Hydrologic Characteristics
, Laboratory measurements of hydraulic conductivities of many undisturbed Barnwell samples, as well as results of point-dilution tracer tests, are shown in Figure 3-22. The median conductivity
- b 2 was 1.0 spd/ f t for the clayey sand unit (Table 3-7 and
- f. Figure 3-15). Although no pumping tests were made on the silty 5 sand unit (Table 3-7), a pumping test in a sand lens within this I, '
unit indicated a hydraulic conductivity of 7.4 spd/ft2,_ y.. i s' The relationship of water levels in different zones within
<. the Barnwell, as well as the relationship of these levels to those ff in the formations below, are shown in Figures 3-5 and 3-16. The l t variat. ions of water levels in the Barnwell over a period of five y years'are shown in Figure 3-17. This figure also indicates that f; the amplitude of water level fluctuation is greater in the Barnwell g than in the formations below.
J4 ! I h i, Ub
. e h$ 3-23 v:-
h I. Ia
The water table is commonly within the Barnwell Formation, although in the creek valleys it successively occupies positions in the lower formations (Figure 3-16). A map of the elevation of the water table is shown in Figure 3-24. The surface drainage and topography strongly influence the flow path at any point. Even small tributaries to the larger creeks cause depressions in the water table, diverting groundwater flow towards them. Figures 3-5 and 3-16 show a hydraulic gradient within the Barnwell Formation in a downward direction. Although the " Tan Clay" impedes the downward movement of water, the McEean Formation is recharged by water that passes through this hydrostratigraphic unit. Using an overall average gradient for the water table of 0.018 f t/ f t, a hydraulic conductivity for the clayey sand unit of 1.0 gpd/ f t 2 (Table 3-7), and an ef fective porosity of 20%, the velocity through Barnwell material is calculated to be y , Ilt , 365 days /yr x 0.018 f t/ f t x 0.13 f t/ day = 4.3 f t/yr c 0.20 If a sand lens with a hydraulic conductivity of 7.4 gpd/ft 2 (Table 3-7) existed for the entire flow path, the velocity would be 32 f t/ yr . A series of tracer dilution tests and tracer injection detection tests yielded velocities ranging from 2.3 to 69 f t/yr.25 Natural discharge from the water table, which is predominantly in the Barnwell Formation, is to the creeks and their tributarie's on SRP. The areas of perennial creek drainage are shown by the solid lines representing creeks in Figure 3-24. The Barnwell Formation supplies water for domestic purposes in some places in the region, but it is not used by industry or municipalities. Total pumpage has not been estimated, but it would i be small. The future hydrologic regime of the Barnwell Formation will probably not change much. 3.4.7.3 Water Quality Five analyses of water from the Barnwell Formation in the separations areas are given in Table 3-5. The dissolved solids
- content is low, and the calcium and bicarbonate ions are not as
; high as in the McBean and Congaree Formations. The pH of water i from the Barnwell Formation is as low as that of water from other formations in the ares.
= 3-24
h 58
?
p t . i 3.4.8 Hawthorn Formation G
,- 3.4.8.1 Rydrostratigraphy a
S The Hawthorn Formation crops out over a very large area of l i the Atlantic Coastal Plain and is perhaps the most extensive i
$J surficial deposit of Tertiary age in this region.3 It is bounded
? on top and bottom by erosional unconformities, and is present at 4 the surface in the higher seems of Aiken County. It ranges in d! thickness from zero in northwestern Aiken County to about 80 f t ~
UE near the Barnwell-Allendale County line. 8
- ~
i fi Typical Hawthorn Formation is fine, sandy, phosphatic marl or soft timestone and brittle shale resembling silicified fuller's h earth. Updip, however, in the vicinity of Aiken and Barnwell K Counties, it is characterized by tan, reddish-purple , and gray e sandy, dense clay that contains coarse gravel, limonitic nodules, d and disseminated flecks of kaolinitic material .
- i. The fine-grain materials within the Hawthorn Formation, con-
<- sisting of compact sitt and clay, are incapable of yielding water and are therefore not suitable for wells.3 The Hawthorn Formation is above the water table throughout much of the SRP area. Ho wever ,
where low permeability beds are overlain by more permeable beds,
-. perched water bodieu may occur.
5 , 4,. p 3.4.8.2 Hydrologic Characteristics t [ Because the Hawthorn Formation in the SRP area is usually un-( saturated , no pumping tests have been performed. There is no W piezometric map of the Hawthorn Formation in this area. Flow paths b are predominantly vertical, with only short horizontal flow paths. b
, occasional perched water bodies may have fluctuating water levels that cannot be correlated with other water levels in the
- area.
5 Within the Hawthorn there are numerous clastic dikes that [ criss-cross the clayey sand of the formation. These dikes are j generally filled with greenish gray silty-to-sandy clay. The dike 4 wall . 0.2 to 1.0 inch ' thick, is generally indarsted and consists of j an iron oxide-cemented quartz sand.3 Thus, the dike filling is
} generally finer grained than the surrounding sediments.
I The origin of the dikes is uncertain. Possible explanations include (1) shrinkage resulting from weatherir.g. (2) seismic p activity, and (3) relief'of compressional strasses by upward move-t ment of plastic material.3 r t
'F 3-25
[ I t
3.4.8.3 Water Quality No water samples from the unsaturated zone have been analyzed. 3.4.9 Surficial Formations 3.4.9.1 Tertiary Alluvium Alluvial deposits of late Tertiary age occur irregularly and discontinuous 1y on the interstream dividas or plateaus. They are composed of coarse gravel and poorly sorted sand and were centa-tively classified by Siple as Pliocene in age. Their thickness ranges from 5 to 20 ft. Generally these deposits are considerably above the water table and are therefore unimportant as a source of groundwater for wells. Nevertheless, they are fairly permeable, and are capable of storing and transmitting water. Their presence therefore enhances recharge to underlying formations. 3.4.9.2 Terrace Deposits Cooke recognized seven marine terraces of Pleistocene age on the Atlantic Coastal Plain of South Carolina.2 He indicated that the four highest terraces are present in the Savannah River Valley. These features are not universally recognizable and have therefore been the subject of discussion. The deposits that may be associated with these terraces are not more than a few tens of feet thick. Because of their near-surf ace location, they are not important as sources of well water. 3.4.9.3 Rolocene Alluvium Alluvium of Holocene age occurs in the tributary and main channels of the Savannah River. These deposits , which are generally cross-bedded and heterogeneous in composition, range in thic knes s from 5 to 30 ft.3 The poorly sorted sand , clay, and gravel have little potential for groundwater development except along the larger streams where infiltration galleries might be possible. 3.5 HYDROLOGIC INTERRELATIONSHIPS AT SRP l Although a number of hydrologic irterrelationships between the various hydrogeologic units at SRP have been discussed in the previous section (3.4) describing the nydrostratigraphic units, the purpose of this section is to summarize and amplify these relationships. 3-26
i
+=-
t { ?. ik ! i ni"
! $I ! 35 Precipitation at SRP averages about 48 inches per year with a I D. maximum of 73.47 inches in 1964 and a minimum of 28.82 inches ir.
I 1954. Table 3-8 shows the monthly precipitation at SRP near the fj. administration area since 1952. Although there may be both spatial and temporal variations in the fraction of this precipitation that
'k ! jf recharges the groundwater, the overall average is about 30% or
!$ 15 inches per year. This average will vary due to slight varia-
.6 tions in the hydraulic conductivity of the shallow layers of sedi- ! ?' ment, the proportion of the rainfall that f alls in the nongrowing i (J season, and the antecedent wet or dry conditions. , ,g j ij This water moves vertically through the unsaturated zone at a iw rate of about 3 to 7 ft/yr as determined by tracer tests in the I fp central part of SRP to recharge the water . table which is commonly is in the Barnwell Formation.26 This rate may.also vary spatially and ;t temporally. Upon reaching the water table, the water travels a ;f path that has both vertical and horizontal components. The j$ magnitude of these two components depends on the vertical and jJ horizontal components of the hydraulic conductivity. Clay layers ;, of low hydraulic conductivity tend to impede vertical flow and ! enhance horizontal flow. If the horizontal hydraulic conductivity 1 is low, water will tend to " pile up" above the clay, and the water table will be high. On the other hand , if the hydraulic conductivity is high, the water will be conducted more quickly away from the recharge area, and the water table will be low.
il. Figure 3-5 shows the head relationship of the various hydro- , stratigraphic units in H Area, and Figure 3-16 shows how these i relationships change toward Upper Three Runa Creek. The water table is high in H Area because the " Tan Clay" inhibits the down-i vard movement of water and the low horizontal hydraulic conductiv-
; icy of the Barnwell Fonnation does not permit rapid removal of the water in a horizontal direction. The hydraulic head builds up in the Barnwell Formation sufficiently to drive the water through the I
material of low hydraulic conductivity; some going vertically through the " Tan Clay" and some moving laterally to the nearby tributary streams. Although there are temporal variations in the elevation of the water table, there is an overall equilibrium of the water table that is dependent on the respective components of
- hydraulic conductivity and the geometry of 'the system.
! Water that enters the McBean Formation also follows a path i that has both vertical and horizontal components. The water recharging this formation through the " Tan Clay" is the nominal surface recharge (15 inches /yr) minus the amount of water that is j removed from the Barnwell by lateral flow. The discharge points
- fo. the McBean Formation are more distant from their respective groundwater divides than those of the Barnwell Formation.
i e l i > 3-27 I h l
-- . , , - - . - _ _ _ - , . , ,,- - - ,.--,.. ,.- ,- , - - - - . - . - , - - + .. - , _ _ _ ,
l The " Green Clay" has a lower hydraulic conductivity than the material above ; as a result, recharge to the Congaree through this clay is less than the recharge to the McBean. In addition, the Congaree has a higher hydraulic conductivity than the material above and as a result lateral flow is enhanced making the water levels in the Congaree much lower than those above, as shown in Figures 3-5 and 3-16. The discharge areas for the Congaree are the valleys of the Savannah River and Upper Three Runs Creek. Even though these discharge areas are more distant from H Area than the discharge areas for the Barnwell and McBean Formati,ons, the hydraulic conductivity is suf ficiently high so that the natural discharge from the Congaree makes its water level much lower than the formations above. Tuscaloosa Formation water levels in H Area are above those in the Congaree (Figure 3-5) showing that in this area, the Tuscaloosa is not naturally recharged from the Congaree. Water in the Tuscaloosa passing beneath H Area is recharged through the Tertiary sediments to the north of SRP (Figure 3-7) . Water is discharged from the Tuscaloosa upward into the overlying sediments in the Savannah River Valley. This relationship is shown on Figure 3-25 which is a hydrologic section through H Area approximately perpen-dicular to the Savannah River. This diagram shows that in the Savannah River Valley and Upper Three Runs Creek Valley, the head in the Tuscaloosa is consistently above that of the Congaree. Water levels in the Tuscaloosa in the Savannah River Valley are commonly above land surface and wells in these areas flow naturally. It also shows that water from either formation does not naturally flow from South Carolina to Georgia or vice versa. Figure 3-12 shows the vertical head relationships between the Congaree, shallow Tuscaloosa, and deep Tuscaloosa in the southern part of SRP. The head relationship between the Congaree water level and higher Tuscaloosa water level is the same here as in H Area but the head dif ference is greater. This area is greatly influenced by the drawing down of the head in the Congaree due to the nearness of the Savannah River Valley. The held relationships in the northwest part of SRP (M Area) are quite dif ferent as shown on Figure 3-13. In this updip area the " Green Clay" is very discontinuous and is not as thick as it is farther downdip. The " Tan Clay" has disappeared entirely. Thus, there is little impedance to downward vertical flow within the Tertiary sediments . Thus , the water levels are farther below the land surface than in H Area. Another very important factor is that the geologic character of the Congaree Formation in M Area is different than in H Area; the geologic material is not as well sorted and its hydraulic conductivity is decreased . As a result, the lateral flow of water in the Congaree is insuf ficient to draw its water level down below that of the Tuscaloosa in M Area. Thus, a downward gradient exists from the Congaree to the Tuscaloosa. l 3-28
c: R,
}.
'l Closer td the Savannah River, the discharge f rom the Congaree draws
?-
its water level down below that of the Tuscaloosa (Figure 3-26). d. 4 !TJ The Congaree and Tuscaloosa Formations are separated in M Area , 9,. even though this area is near the updip termination of the Ellenton l{t Formation as shown in Figure 3-3. In places, the Ellenton consists of 60 ft of sandy clay of low hydraulic conductivity, but it jjt. 1 appears not to be this thick continuously. Thus there may be 5: discontinuous recharge from the Congaree to the Tuscaloosa through
? the E11enton in this area. -
i .;;; Ij (y An indication of the location of areas where there is a head
' :.E reversal between the Congaree and the Tuscaloosa and areas where
}} there is not, may be obtained by constructing a map showing the s' i. dif ference between the Tuscaloosa piezometric map (Figure 3-11) and
.E the Congaree piezometric map (Figure 3-19). This head difference
- ! !. map (Figure 3-27) shows that the head in the Tuscaloosa is higher lf than the head in the Congaree in a broad area within about 10 km of the Savannah Rive and Upper Three Runs Creek. The head in the
?-
Congaree is high in an area around M Area and in the Par Pond vicinity. It must be emphasized that this map is constructed by il
- subtracting two piezometric maps for which control is somewhat sparce. Thus it should not be used to predict detailed head relationships but only to indicate directions of expected vertical gradient in general areas.
4 e e 1 4
,5 N .b i
5 h, e a T Ie i: iI
?
.L
, ?>
,e
'f i 3-29 I: a {'
- (.
References for Section 3
- 1. D. W. Rankin, " Studies Related to the Charleston South Carolina Earthquake of 1886", U.S. Geological Survey Professional Paper 1028, pp.1-15 (1977).
- 2. C. W. Cooke, " Geology of the Coastal Plain of South Carolina", U.S. Geological Survey Bulletin 867 (1936).
- 3. C. E. Siple, " Geology and Ground Water of the Savannah River Plant and Vicinity, South Carolina", U.S. Geological Survey Water Supply Paper 1841 (1967).
- 4. J. C. Behrendt, B. M. Hamilton, H. D. Ackermann, and V. J. Henry, " Cenozoic Faulting in the Vicinity of the Charleston, South Carolina, 1886 Earthquake", Geology, Vol. 9, pp. 117-122 (1981).
- 5. C. M. Wentworth and M. Mergner-Keefer, " Regenerative Faults of Small Cenozoic Of fset : Probable Earthquake Sources in the Southeastern United States" in Studies Related to the Charleston South Carolina Earthquake of 1886 - Tectonics and Seismicity, U.S. Geological Survey Professional Paper 1313 (1983).
, 6. I. W. Marine, Structural and Sedimentational Model of the Buried Dunbarton Triassic Basin, South Carolina and Georgia, DP-MS-74-39, E. I. du Pont de Nemours & Co . , Savannah River Laboratory, Aiken, SC (1976).
- 7. P. Huddleston, "The Development of the Stratigraphic Terminology of the Claibornian and Jacksonian Marine Deposits in Western South Carolina and Eastern Georgia", Geological Investigations Related to the Stratigraphy in the Kaolin Mining District, Aiken County, South Carolina - Carolina Geological Society Field Trip Guidebook, pp. 21-33 (1982).
- 8. S. K. Mittvede, " Stratigraphy of the Jackson Area, Aiken County, South Carolina", Geological Investigations Related to the Stratigraphy in the Kaolin Mining District, Aiken County, South Carolina - Carolina Geological Society Field Trip Cuidebook, pp. 65-78 (1982).
- 9. D. C. Prove 11, Written Communication (1982).
- 10. I. W. Marine, "The Permeability of Fractured Crystalline Rock at the Savannah River Plant Near Aiken, South Carolina".
U.S. Geological Survey Professional Paper 575-B, pp. B203-B211 (1967). 3-30
, l: --. 8-Gl*
?
b M References for Section 3, Conta k 11. I. W. Marine, " Hydraulic Correlation of Fracture Zones in 3 Buried Crystalline Rock at the Savannah River Plant Near I Aiken, South Carolina", U.S. Geologic Survey Professional IN Paper 550-D, pp. D223-D227 (1966). {. 12. I. W. Marine, " Water Level Fluctuations Due to Earth Tides in ik a Well Pumping from Slightly Fractured Crystal 11..e Rock", Water Resources Research, Vol .11, No. 1, pp. 165-173 (1975). h a y 13. D. S . Web s t e r , J . F. Proc t or , and I . W . Ma rine , "Two -We ll A Tracer Test in Fractured Crystalline Rock", U.S. Geological
$ Survey Water Supply Paper 1544-I (1970).
?:
- 14. I. W. Marine and C. E. Siple, " Buried Triassic Basin in k). Central Savannah River Area, South Carolina and Georgia",
h Geological Society of America Bulletin, Vol . 85, pp. 311-320 [ ( 1974). f
$, 15. I. W. Marine, "Geohydrology of the Buried Triassic Basin at
? the Savannah River Plant, South Carolina", American f
e-Association of Petroleum Geologists Bulletin, Vol. 58, No. 9, pp. 1825-1837 (1974). fr
" 16. I. W. Marine and K. R. Routt, "A Cround Water Model of the
, Tuscaloosa Aquifer at the Savannah River Plant", Savannah j River Laboratory Environmental Transport and Effects Research 3 Annual Report - 1974, DP-1374, E. I. du Pont de Nemours &
( Co., Savannah River Laboratory, Aiken, SC, pp. 14-1 to 14-10 (1975).
. 17. R. E. Faye and D. C. Prove 11. "Ef fects of Late Cretaceous and
- Cenozoic Faulting on the Geology and Hydrology of the Coastal
'l Plain Near the Savannah River, Georgia, and South Carolina",
U.S. Geological Survey Open File Report 82-156 (February i 1982).
- 18. Georgia Power Co., Studies of Postulated Millet Fault, Bechtel (1982) .
- 19. I. W. Marine , Geochemistry of Ground Water at the Savannah River Plant, DP-1536, E. I. du Pont de Nemours & Co.,
;vannah River Laboratory, Alken, SC (1976).
- 20. I. W. Marine and R. W. Root. "Geohydrology of Deposits of Claiborne Age at the Savannah River Plant", Savannah River Laboratory Environmental Transport and Effects Research Aranual Report-1977, DP-1489, E. I. du Pont de Nemours & Co. ,
Savannah River Laboratory, Aiken, SC, pp. 57-60 (1978). 3-31
References for Section 3, Contd
- 21. C. W. Cooke and F. S. MacNeil, " Tertiary Stratigraphy of South Carolina", U.S. Geological Survey Professional Paper 243-B, pp. 19-29 (1952).
- 22. R. W. Root, "Results of Pumping Tests in Shallow Sediments in the Separations Areas", Savannah River Laboratory Environmental Transport and Ef fects Research Annual Report-1976, DP-1455, E. I. du Pont de Nemours & Co., Savannah River Laboratory, Aiken, SC, pp. 55-58 (1977).
- 23. I. W. Marine and R. W. Root, " Summary of Hydraulic Conductivity Tests in the SRP Separations Areas" , Savannah River Laboratory Environmental Transport and Effects Research Annual Report-1975. DP-1412, E. I. du Pont de Nemours & Co.,
Savannah River Laboratory, Aiken, SC, pp. 21-1 to 21-4 (1976).
- 24. U.S. Army Corps of Engineers , Geologic-Engineering Investi-gations, Savannah River Plant, U.S. Army Corps of Engineers ,
Waterways Experimental Station, Vicksburg, MI (1952).
- 25. J. W. Fenimore, " Tracing Soil Moisture and Ground-Water Flow at the Savannah River Plant", Conference Proceedings, Hydrology in Water Resources Management, Water Resources Research Institute, Clemson University, Clemson, SC, pp. 114-135 (March 1968).
- 26. C. C. Haskell and R. H. Hawkins, "D 20-Na24 Mathod for Tracing Soil Moisture in the Field", Soil Science, Vol. 28, pp.
725-728 (1964). 1 0 9 1 3-32 _. _ _. , ._ _ _ _ _ _ . _ _ _ - _ _ _ _ _ _ . , . _ . . . _, -. -._.__.7
- Om :g
- - - . . . . - , , 4,%% m ,, .. 3, ,__m,,,,,;--,_,
,* * .f 8
. . . .. \ f[, s5e T&ata Fl Bydrostratigraphic Balte haderlying Sevennah River Plant
- Thickness",
Fermation Geoloalc Age Outcrop Descripties Water field it ' Alluvi m Bacent Brock River and creek Fine to coarse saad, eilt , and Very little O to 30 bottone clay . Terrace Pleistocese la flood plaise and Tam to stay sand, clay, sitt, bderate to nome O to 30 Deposite Epoch terraces of stream and gravel en higher terraces volleye Alluvim Fliecome Epoch Surface of Aihee Gravel and sandy clay Little or acae 0 to 20 Platene Newthora Miocene Epoch Large part of Tam, red , and purple saady Little or moes 0 to 40 grome surface clay with munerous clastic dikes Baravell Socese Epoch Large part of Bad, broun, yellow, and buff, Limited het suf ficient 0 to 90 ground surface near flee to course sand and sandy for dameetic use streams clay sec Beam Recome Epoch la banks of larger Tellow-broem to green, flee to teoderate to large. 100 to 250 Coageree streas e - coarse, glaucosite quarts sand, La intercalated with green, red, b bs ye!!ow, and saa clay, sandy mort, and leases of siliceous limestone Elleston Upper Crete- Bene se plant Dark gray to black eendy Moderate to large; 5 to 100 casee Epoch lignitic micaceous clay contain- higher sulfate and [ros lag dieseminate crystalline than water from other gypes and coarse quarts sand formations Tascaloosa Upper Creta- Bone on plaat escept Tam, buf f, red, and white; I.arge, up to 2000 sym; -20 cases Epoch the entreme upper crossbedded, micaceous quart- soft, low le total part of Upper Three sitic and arkoele sand and solide Emana Creek Talley gravel imbedded with red, brown, and perple clay and white kaotia Bewerk Series Triseele mese sa plant Derk-broma and brick-red very little >3,000
" Red Sede" Period sandetoes, oiltatone, and clay- ,
stone containing gray calcareous pat c he s . Fanglomerates near border. Resement rocks Precambrian Base se plant Morablende sneise, chlorite- Very little Maa y of the State and Pelosaic hornblende schist, lesser thousands Delt and Brae ameuste of quartsite. Covered Charlotte Group by esprolite layer derived from basement rock
- sendified from siple (aeference 3).
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4
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i- TABLE 3-3 j; Transmissivity of the Tuscaloosa Formation Transmissivity16 Location * (gal / day /ft) i Savannah River Plant l Area Designation , ~ A 100,000 C 115,000 i F 200,000 N 200,000 K 110,000 7 1
- L 70,000 i
P 50,000 R 90,000 {
! Aiken 100,000 i
4 Williston 120,000 5 j Barnwell Nuclear Fuel Plant 143,000 i Average 118,000 Median 110,000 ]
- Location of SRP Areas are shown on Pigure 3-6.
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Taald 34 hy of Pteplag Test tote en the Instese and Ceegeree Fesmetlese SSP Paping Aquifer Trese-Pumping ch eervation Date of Procese Sete Thic koose wiselvit y Storage teoll thril Te st Area (arm) (feet) (sel/ der /ft) Fermeehilit{)(ft/ (sel/ der /ft day) Coeffieleet le Tde 9 TCA 4-86-51 seer C 440 60 59.000 940 135 0.0002* I4 TSC 14 TC 4-20-51 CS 175 50 7.200 too 19 - - - *
^
26 CY 26 CY 10-18-51 anser P 480 105 100.000 950 127 stritf-l MSS-IIC 6-21-82 Weer M 30 60 1,800 18 2.4 0.14
- First three tests free Siple (Beforence 3).
w 6 u CD e l
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- t:
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TABLE 3-7 k Median Hydraulic conductivities of Tertiary Hydrostratigraphic Units as Determined by Pumping Tests U' Conductivity Formation (m/ day)* (ft/ day) (gal / day / t t2)_ Barnwell Sand Lens 0.3 1.0 7.5 Barnwell Clayey Sand 0.04 .13 1.0 Barnwell Silty Sand - - - 1 Upper McBean 0.13 .43 3.2 Lower McBean 0.07 .23 1.72 Congaree 1.5 4.9 36.7 ,
; i I
- From Marine and Root (Reference 23).
1 J f l I l 3-39
g f ** j NJ [f ?f, f f - .' f- 3 0 - l 2481a 3-a StF Precipitaties by hath and Year.1952 hre 1983 (laches/Feriod, 77F12A) De pa r t ur e Year Jan Feb March Aprit hay June July Ana S* Pt Oct Nov Dec Total From Avg. 1952 2.07 3.23 6.55 3.12 5.56 5.67 2.82 5.98 3. 54 1.36 2.86 3.99 46.55 -1.55 1953 2.69 5.48 3.83 2.96 4.42 5.38 3.63 3.61 8.53 0.!! 1.04 7.51 49.19 1.09 1954 1.26 1.64 2.95 2.50 2.89 2.98 2.03 4.10 1.43 1.29 2.94 2.88 28.82 -19.28 1955 4.75 2.62 2.21 5.57 4.53 3.31 3.94 5.07 3.42 1.32 2.93 0.46 40.13 -7.97 1956 1.67 7.94 4.84 3.21 3.07 2.34 4.34 3.18 4.56 1.83 0.93 2.05 39.96 -8.14 1957 2.05 1.58 4.29 2.75 8.02 4.17 3.51 2.41 5.04 6.12 6.46 2.24 48.64 0.54 1958 4.01 4.38 4.% 3.63 2.07 2.50 5.32 2.76 1.12 0.96 0.21 4.42 38.34 -9.76 1959 3.54 6.06 6.44 2.03 3.81 4.06 5.80 2.93 8.71 10.86 I.97 3.54 59.75 !!.65 1960 6.91 5.81 5.76 5.07 1.96 3.66 5.27 2.81 4.84 0.97 0.83 2.93 46.82 -1.28 1961 3.59 5.76 7.23 8.20 3.88 3.01 3.09 7.15 1.00 0.07 1.83 6.60 51.41 3.31 1962 4.64 5.14 6.52 4.03 3.50 4.41 2.56 3.43 5.55 2.27 3.50 2.20 47.75 -0.35 1963 5.96 3.64 3.34 3.70 2.98 8.42 3.18 1.04 5.37 0.00 3.68 4.47 45.78 -2.32 1964 7.79 6.00 5.79 5.94 3.62 4.50 10.42 12.34 5.68 6.13 0.88 4.33 73.47 25.37 1965 2.00 6.39 8.t t 2.43 1.33 5.04 8.04 1.94 2.83 2.59 2.17 1.41 44.84 -3.26 1966 7.18 5.96 4.43 2.53 5.51 4.66 4.11 5.23 3.64 1.25 I.05 3.40 48.95 0.85 1967 3.66 3.80 5.68 2.82 5.01 3.74 7.52 7.32 1.70 0.64 2.51 3.13 47.53 -0.57 1968 3.98 0.94 1.49 2.12 3.46 6.20 3.88 4.27 2.24 3.00 3.39 2.73 37.70 -10.40 W 1969 2.00 2.46 3.38 4.09 3.02 3.95 2.71 5.42 4.56 1.16 0.40 4.I9 37.34 -10.76 E 1970 2.79 2.69 7.36 1.38 4.16 3.46 4.85 3.79 1.71 5.01 1.68 4.92 43.80 -4.30 C3 1971 5.11 4.16 8.68 2.92 2.98 5.92 10.53 8.76 3.80 5.95 2.31 2.89 64.01 15.98 1972 8.91 4.42 2.82 0.57 4.72 6.57 2.64 6.05 1.47 1.20 3.56 5.23 48.16 0.06 1973 5.36 5.26 6.38 4.58 3.50 10.89 6.04 3.81 3.71 1.22 0.31 4.64 55.70 7.60 1974 2.58 7.03 2.87 2.93 4.15 2.79 4.08 6.27 3.22 0.08 2.19 3.83 42.02 -6.08 1975 4.98 6.64 5.91 4.42 5.15 3.84 8.55 3.83 5.18 1.74 3.41 2.03 55.68 7.58 1976 4.18 1.08 3.83 2.50 10.90 4.35 1.95 1.64 5.48 4.92 4.19 5.08 50.10 2.00 1977 3.72 1.62 6.86 1.27 1.79 2.47 3.42 7.30 5.50 4.27 1.63 3.86 43.71 -4.39 1978 10.02 1.32 3.07 3.53 3.64 3.43 4.12 5.11 4.06 0.06 3.54 1.88 43.78 -4.32 1979 3.59 7.74 3.09 6.49 8.94 1.54 7.85 2.12 6.13 1.35 3.95 2.17 54.96 6.86 1980 5.12 3.48 10.96 1.69 3.49 2.99 0.90 2.03 5.86 2.14 2.50 1.98 43.07 -5.03 1981 0.89 5.02 4.72 2.07 6.90 4.29 3.97 5.79 0.54 2.88 1.00 9.55 47.55 -0.55 1982 3.94 4.45 2.50 5.68 2.72 4.27 !!.48 5.00 4.62 3.87 2.40 4.83 55.76- 7.66 1983 3.77 7.21 6.77 5.77 1.67 6.57 4.85 6.32 3.56 1.92 5.38 4.15 57.94 9.54 Sum 134.71 140.95 164.18 114.50 133.35 141.31 157.40 148.81 128.40 78.47 77.63 !!9.50 1539.30 Avg. 4.21 4.40 5.13 3.58 4.17 4.42 4.92 4.65 4.01 2.45 2.43 3.73 48.30 10.02 7.94 8.20 10.90 Max . 10.96 10.89 11.48 12. 34 8.71 10.86 6.46 9.55 73.47 2 ear 1978 1956 1980 1%I 1976 1973 1982 1964 1959 1959 1957 1981 1964 Min. 0.89 0.94 1.49 0.57 1.33 1.54 0.90 1.04 C.54 0.00 0.21 0.46 28.82 Year 1981 1968 1972 1965 1979 1980 1963 1963 1981 1963 1958 1955 1954
33 02* sta so" 7s* 3g, p Y, '
- d. 35-
/ ,1" **
i, NORTH CAEOLINA l 0 s \
% \ ,
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, Fall Line 3
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i D. n t,* a' s,
'. 34 4
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harleston GEORGIA I . >
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83* s2* st \ & 79 o 30 so n.wiens h FIGURE 3-1. Physiography of the Savannah River Region 3-41
/
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u i.,
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h FICURE 3-2. Surface Hydrologic Features in the Vicinity of the Savannah River Plant
'W Me' s *i(.s Ae.:ge;fs, q. , ...g-- .-Q'g ty,7,q,,49 . p . , ,j.,9 g g,e . ,
. *+: * ~, *f,t , . , . , . ' " ;y. ,
i ').' 'gf(5 ((8 NW r.,,=.. . . . ... . SE ismesfforcabe908 S.wme.t y* Cei.e8yl Casas y 3.,ies G,eung
-r.:: -;*,,,- c--l Fan., ad..e w .. .
r... rC - ,, = -. 600 T '**"*'. Th'" ' werw h.i aos Crees nos l .i ion 48w(t Ma ,_ .,',
'f UM_ sg a Liwis.
- J 200 -
O$/- W 10 0 I eoO - p Ceresennae Tarstet.eee
" NW 600 -
Alert
~ #**
300 . g s et0ast it s 5 ',,, ' - M l , i I .. 700 - O 3 se se Je
- gwh ..
* .=- soo
. son a
. *Troenset *
... )
f1??t'?*? , a m as ,. . , soo FIGURE 3-3. Generalized NW to SE Ceologic Profile Across the Savannah River Plant i J
Inferred from Teem.nology Modded frorn Huddlestore,1982 from Mrtfwede, siple,1967 Lithology surface and PWI,1m 19s2 e Red Clayey * " Tobssco Road Tah-= 88'M sand 7* Formaten Road Sand Tan s.ory
*$oo Tan Clay ---
Tan smi :::::: Dry Srsach p.,,,,,, Dry M Formanon Mceaan Ca sous %g% , dL Green Cley --- au esff was a,
'****** Hub
venow send Lieben
*** Cisy
.. Formenon '*'*****
Congwee g ,,,,,, g ;,, ,.... y sed Downdip ..* f
.... Black Mines
***. Formacon o ...
Dart Grey ----* ~- Elleneon L grute Clay Ellenton Formeuan wie Marcases. ... Gypeam, and Mica . * 'r o .. .. ,i Upper Clay V '"*9d . . -. Cley *
.";, :l" 1
suff and Gay [jjjjjj stam Creek
.I-2co unpu %d.r s.nd ::::::: '*'"*"
E :::::*: J ::::::: 1 :::::::
,J,, :::::::
MMuCW Grey Ctey g : ". '_-
]3 :::::::
- M ddedart l::::::
....... p.,,,oon suff arid Gay ::::::: M,ddendo,f
-4ot sand ::::::: Formacon Lower Aquifw :::::::
-soo :::::::
~~ '; ~ ****'"' y f sme Ctey V'n*9 *-- Formeuan oene c' iar tad .
swm .-- Crystseline Roch jj l FIGUBE 3-4. Tentativs Correlation of Stratigraphic Teriminology of the Southwestern South Carolina Coastal Plain i i 3-44 1 1
e n.. ,. Y ir 10- IC- IB- 3B IA
+ 300 Surface IE l'.;
a --f ORB 7WW P3C P3B P3A ORB 7 Surface ,
= 279 2 74 i
, y 262 260 l c- ' )
- TAN
$ " +200,, / CL AY ,
+200 g ;[ @7' 16 0 lE a
181 i80 'l 85 ' ' 191 ~ ~
- a. .
,.. Q' GREEN 2 -.
y +120 CLAYN . .- [ +100 - k j ,, 3-e g g +59 ' * - - < > ' - < - -' '-- '---
, c oo +24 .. . .. .. ,. . ..
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.; g -100
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- S
?. W J
-400 -
i ei
-500 -
c i i -600 -
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. 's
-700 -
CRYSTALLINE ROCK FIGURE 3-5. Geology and Hydrostatic Head in Groundwater Near the Center of the Savannah River Plant
. in 1972 i
t 3-45 { . . t
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.ad Adm. ..t, fi.4 .A,.,.
O c1..s.r er wone GEOR GIA O e 2 3 4 S seeie in u.i.. , ,L, .,. e, z I l
' FIGURE 3-6. Areas for Which the Transmissivity of the Tuscaloosa.
Formation is Given on Table 3-3 and the Location of the Cluster of Wells Shown on Figure 3-5. 3-46
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c-. .e. - t sees . meeer FIGURE 3-7. Piezometric Surface and Outcrop Area of the Tuscaloosa Formation Reproduced from Siple3 3-47
.5 ---
Well S411 Measuring Point = Land Surface p- - T g-t41g- - t -
}-g- -[ l g
+ iO --- ---- -- - - -" h - -------*C-- -----
-l-------------- -
Ellenton Formation Well 4M(LA4) Veosuring Point = Land Surface
* -14 5 u
-- - - - + - ~ - - - - - - - - -
%--% ~-"-"-" - ---"----
p-== O
' 15 0 --+----~- '-~~- y m%
- ,l-- - '---
- -1w ~-Y
-- '- '~-
N - % 2 -- m -155 - ~ - - -----
"l gg
-- -4 p , i . Tuscaloosa_ Formation j
-90 - -
well AK 183 Measuring Point = Land Surf ace p - {--
--+f---
l - - - - - - - - ~- - - - ----
-h-- Y M h M --
-95 %
#l Y-Tuscaloosa Formation
[. y Well BW 44 Measuring Point Land Surface l
.ioS _ _ _ _ ._ _ _ . _ _ _ _ . _ _ _ _ _ . _ . .__.__. _ __ _ .... _ _
.tio __
._I._i_[_ - _ _ ___m _.
_ _ I _ . 7 .7+_ . M
. _4 _ _{ _4h _ _ _ _ .. _ _.__
o 18 5
._7-l l l 1 i Y6_ l Tuscaloosa Formation
/._.. _ _
l e Well P2A Measuring Point = 250.92
- lM M d
--b--
l
- - f- - / - -
3 180 --------T---'---T'--' ' - - - - - J ( l Lower Aquifer. Tuscaloosa Formation - -Wl* -
}
O ' _-- d. 4 - -
~
i y 185 ---1-----l----ld------ -[- ----------- -- Well P3A Moosuring Poir't = 279.07 e 18 0 - 1 f- p t 7 7 T 7 T
, l Lower Aquifer, Tuscaloosa Formation '
M
- -- - y - -'
T-' O 4 Well P3B Measurin g Poin t = 2 78.8 6--- g -+ l l
-- -- ------------ - - l- } 185
- ,8e ____._____.-_..____._____.._.__.._1_ _[__'_.__..__.____...----
6 Upper Aquifer, Tuscaioosa Formation 19 51 53 55 57 59 Gl 63 65 67 69 71 73 Year FIGURE 3-8. Long-Tera Hydrographs of Water Levels in the Tuscaloosa and Ellenton Formations l 1 l 3-48
3, .
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Of N O 1 l
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G E.O RGI A 5AYAMMAH tlVit PLANT SITE MAP i. I i FIGURE 3-11. Piezometric Surface of Tuscaloosa Formation at SRP i (May 11, 1982) and Locations of Tuscaloosa Wells l (Parentheses) for Which Hydrographs are Giveu in l f, Figure 4-3. (Contours and Water Levels in Feet Above Mean Sea Level.) i-i 3-51
?
.I, 1
b
AL-40 (PROJECTED 6230'S 40W) 1 P5A VSC-2 VSC-3 VSC-1 VSC-4 - l 1 l 200-- " 162.0 164.0
--200 183.7 5 g g,oy 9- ?#
- ~
13_0,;0,_g , _ _ _ _ g ' 100-- --10 0 Soo
--. Sea toef _. BLUE BLUFF MEMBER -- Level (Green Cloy)
UPPER AQUl?ER H w -100- - (Congeree) ---100 w N' - _2 -- HUBER- ELLENTON FMS
---200 U_
' - . ~ ' ' ' - ---
~
w LOWER AQUlFER (Tuscalooso) ---300 d -300-- .
-400-- - ---400 z -
/
z
-650 -
' """"" ---650 HORIZONTAL SCALE IN FEET
. VERTOL TO HORtZONTAL -
E X AGGERATiON 13 4o TO 1
-750-- ,
---750 l FIGURE 3-12. Comparison of Water Levels in the Congaree Formation to Those in the Tuscaloosa Formation l
ir. the Southern Part of SRP 3-52
s ~ I' i s. m 'i . i l 17C 178 17A 4M 350 i t.
~
300 -j - a 7 8 250 - 1 -
]o [237 Y 235 Y 223 1
8 Y 205 v3 200 8 i Green Clav o -: w w w ., . .- ..,o . - - m _-- r s u ,r ,
.o
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10 0 Y Water Level t 3 Clay Layer w EJ Screen and Gravel Zone 50 -k - h" ! N
%q ,
i M<
-+ t' '
- 0 t
. FIGURE 3-13. Vertical Head Relationships Near M Area i
- l
?
? !
?
3-53 l e. 1
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/
t=
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'/ s
%[Jg' SOUTH
- C A R0ljlNA g A \ l ! .
'Q '
GEO RGIA SAVANNAM tlVII PLANT Sitt MAP l FIGURE 3-14. Locations of Wells Sampled for Chemical Analyses of Groundwater 3-54
j$g . l$ ,e i.
. y it s -
4 f_ t.. l3 ' 3s 7'; Geonydrologic I I I I Formation
,; Upper Bornwell Sand Lens g , E,8,
. Sive Tests
> g, O Dreweown Tests Middle Bornwell k g, s. . A Recovery Tests
+ e - a. ,.
m ,em roerewM e, w.
- l. Lower Bornwell N
, ts > '.. Upper McBean o i
- ~_
ae *4 % i
,; Lower Mcs.on @ . " *. . .
i,
== . .i . e. . .
. Congaree gs v
I I I I ODI O.1 1.0 10 4 100 4 Hydrouhc Conductivity, m/doy 0~ l FIGUEZ 3-15. Hydraulic Conductivity Values from Selected
- Hydrostratigraphic Units Near the Center of SRP I
~."
r r
,f~ ..
w 9. e . T 4., iE. 1 x-
- $ 3-55 e.*
l
- l i
teeF 8 I i_ . . . E... I Ir
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- i E
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l " A01lleW p o I U.j-3 i I
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li- si .. A7ltteW j{e l g'I E IfN
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,,,,t i r
noitamroF noit2nrroF noitamroF llewmoB norBcM eeragnoC
' C-59 I
. . _ _ - _ _ .. - ~ _ _ . - - = . . . _ _ . - . _ . - . _ - . .
3,,;,. -- g3 .
; l' 5;
.t
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}w 25 - i
! 21 13 i
-m Sa E$-
o~ _n Well HCIE Bernwell Formation 82
,,_ Well HCID T
# 79 - Well HCIC e McBean Formation 2
2*
, 53 8 L._
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l C 3 Tuscaloosa Formation 3 Well P3C
~
, i* 55 _ _ i g Well P3A e Forma 1 a 52 -- . I f l li li!!i f i t Il li t i lli f f lilli lilli t i,11I ll lill s iiiIl l i li !i'. f i 1973 1974 1975 1976 1977 FIGURE 3-17. Hydrographs of Selected Wells and Monthly Precipitation t 3-57 l
. 4 -
o 300 y 46
- 49 t4 - ,, . .. e e . . . . e .,
ebene nem see level. 43 ! Centeur .aterval = 1 an. ors. s
/ .4,
*44
' st e47
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j e48 H y .. ^'"
. u, .,4 i co G'**d 58 34 F
/- L- f
- 9) 4s j 45 g og i
n
's7 U - .
/
i { 4, DATA COLLECTED 8/29/77 i ss s2 i FIGURE 3-18. Piezometric Map of the Upper Part of the Congaree Formation in the Separations Areas at SRP ] i 1 -
~,3 . . .
l
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33 1 / NAROL INA' s N- } 1, 9 m ... -
~
GEO R GI A
.4
$AVANNAH tlVER PLANT Slft MAP
...i.~.' '
FIGURE 3-19. Piezometric Map of the Congaree Formation (May 11, 1982) at SRP. (Contours and Water Levels in Feet Above Mean Sea Level.) l l 3-59
. t .-
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FIGURE 3-20. Piezometric Surface of the Congaree Formation Reproduced fr'on Faye and ProwellU
- m. . . . - -.. , ,, n...a,..~..n,... . . , n. . . . . . - . . . - . .
. . . . . . . ,... ..... m ....,r:..:.
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t44 ~' - ooo 'y EXPL AN ATION 4.
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s [ .
.E FIGURE 3-21. Piezometric Surface of the Congaree Formation Reproduced from Georgia Power Company l8
l l j 100 _ Z Z _
- Bornweli Formation McBoon formation _
'O T
e9 e e -
- e ,e _
E $ stag 9 Sluf
$' = T*f,$ e* o ,t 2 e -
W,jo n E 35D 0 e [-
~
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c . f e d o.i _ _ , , , , __ s : : 3 - es e e# - O - y - 4 - 2 a - e - e o e 0.01 _ Z C
~
A Denotes Median -
- e _
0.0 01 i FIGURE 3-22. Horizontal Hydraulic Conductivities of the Barnwell and McBean Formations in the Separations Areas at SRP 3-62
a eo-
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e ~
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n eH penr uI ' . . . . . n . . . . ... ..n........ . . ... n yt a'V h p rh ph '* ....o.... UTR s
.. g io ym# r /' o n eg I'
..a..
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. . m . ..... . . .o . yo# 5 va
. . m r
nr oh r F ys/ S it ylo/ t
. ... ... .. .. . .....s....
e cr h o U S s
.e.
a..... .... r. t n o oE o y/ c E h t ee S v n r n ev1 M e r . . . .. ... .. le n s uU n r i
........ .. . . . . . .E
. yT U i 0os ai w P ... . . .. . . .. l cR vR o
g S . .
. . . f r i gh S
Ma c .c. ... . .
.. . . E/ le oa l n
. on sV
. . . .. ra L g ........... .. iM d v
..... ya s'"
u \ A
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i g
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o
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. 7/ V I 5
Ns 0 0 0 0 O 0 1 ieO % 5 5 myn 2 0 2 5 1 0 4 . a ,O s bga . . _ W _ W S ws.rs ci I
1 -
. 1 Sevennah SRP Tims SRP ,
Shett Bluff, GA Ryer Bou p M Aree Sr,anch Boundary 350 - 300 -
$ /
250 - J , .- M.
// -
g / 200
\ pp # ,
/
[ Tuscaloosa Pressure Surface
/
150 - g si' p t*# / .' .i Ellenton and Tuscaloosa S iso. e
's
1j -.. Formations 103 - .- I
,_ f .
/' .
/ '
u 0 - #~.-
/._'*' ;
}
FIGURE 3-26. Hydrologic Section Per endicular to the Savannah River Through M Area 3s 7 i ! 3-66 l l
l b
< a g ..
~
g' g,ti: ,, j
+,+ es ,
^
" h ~~ $1 [ i E
= .:.
1 e 5;;, , . .. - _
, g _.5 " , g *,, . ;#* ,=
I : Es 39 ' \ g Q.UMg " u
-- E C IX W N W " 1 j "' t *
- a. . .
2 s "dr;..: -i. WE5EEijr s, o i
- m, ~'
. g ( p.
Y j
) , <
'^- %.'.
3 e e , O
., MTM cam oussa O b
- rec of Ocwrncrd Cropent
'Confours in feet
/
4 : . . .. . . . . . . . . . . . , . , , a =m os
* . s ... a. Gsomona u e ve tee.ne .<ee o >
a se eaaea e -e same ee w
- w. . a.
j .s , .- e la. (g _ 0 _
% to in e aewe.s Figure 3-27. Head Difference Between the Tuscaloosa and Congaree Formations at SRP a
9 3-67
'B 9
D PST-83-8 29 Vol.11
- s. .
TECHNICAL
SUMMARY
OF GROUNDWATER QUALITY PROTECTION PROGRAM AT SAVANNAH RIVER PLANT VOLUME 11 - RADIOACTIVE WASTE Edited and Compiled by J. A. Stone and E. J. Christensen Contributors W. G. Holmes - l J. W. Fenimore D. E. Gordon J. T. Frendergast Approved by J. C. Core /, Research Manager Environmentd Sciences Division December 1983 E.1. du Pont de N'emours & Co. Savannah River Laboratory Aiken, SC 29808 PREP ARED FoR THE u S CEPARTMENT oF ENERGY UNCER CONTRACT CE AC39 76SR00001
CONTENTS
- Page
1.0 INTRODUCTION
1-1 1.1 Effects of Radioactive Waste Disposal on Groundwater 1-2 2.0 TECHNICAL
SUMMARY
OF RADIOACTIVE WASTE SITES 2-1 2.1 Separations Area Seepage Basins 2-2 2.2 Savannah River Laboratory Seepage Basina 2-33 2.3 Radioactive Waste Burial Grounds 2-40 2.4 Reactor Seepage Basins 2-85 2.5 L-Area Oil and Chemical Basin 2-105 2.6 Ford Building Seepage Basin 2-109 2.7 Separations Area Retention Basins 2-111 APPENDIX A - Analytical Methods for Radionuclides A-1 b b t l Y I
,m. - - , .. - - , ,, , -- .
f
. l l
l l
1.0 INTRODUCTION
l Groundwater in the public zone in the vicinity of the Savannah River Plant (SRP) is unaffected by operations associated with radioactivity on the SRP site. Factors in protection of the groundwater include the large geographic erea of SRP and radio-active vaste management procedures practiced at SRP. Shallow groundwater in the limited areas of several of the waste sites is , an integral part of the low-level radioactive wasts management system. Radioactive seepage basins and the burial grounds for solid radioactive waste rely upon long flowpaths in the shallow groundwater to delay release of radioactivity, primarily critium, to plant streams. These time delays in the slowly moving ground-water permit a portion of the radioactivity to decay and thus reduce the amount of radioactivity that would otherwise be released. e Operations with radioactive materials at SRP are contained within the 300-square-mile Federal site that provides a large buffer zone from the public. Major radioactive waste management operations are located near the center of the plant site, 6 to 10 miles from the plant boundary. The wide buffer zone not only provides physical security but also assures that concentrations of radioactivity in air and water will be extremely small at the plant boundary. Within these boundaries the planc conducts industrial-scale operations with large quantities of radiorceive materials in
.the nat ional defense interest. This mission must be accomplished while protecting the health and safety of the plant employees and .
while protecting the environment to the maximum extent possible. Any industrial operation must have some impact upon the environ-ment. With respect to radioactivity, SRP strives to minimi:e these 4 effects. The wide buffer zone between plant operations and the public is an important consideration for SRP waste management practices. Volume II of this report presents representative monitoring data for radioactivity in groundwater at SRP. Four major groups of radioactive wa'ste disposal sites and three minor sites are described. Much of the geohydrological and other background information given in Volume I is applicable to these sites and is incorporated by reference. Several of the sites that contain mixed chemical and radioactive wastes are discussed in both Volumes I and II. Bulk unieradiated uranium is considered primarily a chemical waste which is addressed in Volume I, but ger.erally not in Volume II. - The overall effects of radioactive waste disposal on SRP groundwater are summarized in the following section. Then, each of
* 'the radioactive waste disposal sites is described in detail, j
1-1
1
... 1 - l l
1.1 EFFECTS OF RADIOACTIVE WASTE DISPOSAL ON GROUNDWATER Groundwater throughout most of the general plant site is un-affected by radioactive operations, as demonstrated by radioactiv-icy measurements of drinking water throughout the plant.1 Deep wells to the Tuscaloosa aquifer provide drinking water for numerous areas of the plant. Other wells, in shallow formations, are located at five gate areas at the plant boundary. Monitoring data show that alpha and nonvolatile beta concentrations are essentially the same as detected before plant startup. Tritium concentrations are generally near or less than the sensitivity of the analyses (3 x 10* uCi/L). Thus, plant operacians have added no detect 3hle amounts~ ~ of radioactivity en Pha Tiisc W Fsr a W er underlying the gayitsTtemo-ghst1mrfqdfers-at thealant boundary, n as measured by aceepted routine monitoring _ methods. Several types of radioactive waste.are generated by plant operations.2 High-level liquid waste (RLW) is stored in large, double-walled, steel tanks. Ultimately, the radioactive fraction of this waste will be vitrified in canisters and shipped offsite to a Federal repository for permanent disposal. Solid waste contain-ing more than 10 nCi/g of transuranic (IRU) radionuclides is stored retrievably above ground for future permanent disposal. Neither ELW nor TRU waste produced at SRP has any impact on SRP ground-water. Low-level waste, both liquid and solid, is designated for disposal on the plant site. As part of low-level radioactive waste operations, small amounts of radioactivity enter the shallow groundwater under specific operating areas of the plantsite. In these areas, the local hydrology involves cue uppermost formations, the Barnwell and the McBean. Radioactivity migrates to the groundwater from seepage basins that receive high-volume low-activity liquid waste streams, and from leachates from buried solid radioactive waste. All of the groundwater containing radioactivity eventually outcrops into plant streams. Migration of radioactivity to deep formations is unlikely in most areas because of the clay layers and the hydrologic head reversal, discussed in Volume I. In groundwater, much of the radioactivity decays while enroute to an outcrop. The concentra-tion of radioactivity in plant streams , part of which is due to groundwater outcrops, is far below Concentration Guides at the plant boundary.1 Because of its high mobility and abuncance, tritium is the most important radionuclide that reaches the water table. Other im 90Sr, 137Cs, 23portant radionuclides 239 Pu, tend to in the waste, particularly be adsorbed on the soil column in the Pu, and groundwater flow paths beneath the seepage basins and the burial grounds. These radionuclides migrate very slowly because of their high soil adherence. Numerous laboratory and field studies on soil / water distribution coefficients (K ) dhave been done at SRP l-2
to relat'e soil adherence with waste migration.3-5 Thus, the soil column acts as a filter to remove most of the radiostrontium, radiocesium, plutonium, and many other radionuclides from the groundwater. Soil adherence of 90Sr has occasionally been reduced by abnormal chemical conditions such as low pH of groundwater caused by acidification of seepage basins. Two long-lived, mobile radionuclides, 99Tc and 129 I, form stable anionic species that adhere poorly to soil and tend to migrate at the speed of the groundwater. Preliminary data indicate that although both technetium and iodine have been found in ground-water by ultra-sensitive analytical methods,6 neither is present at concentrations that can be measured by accepted routine monitoring procedures. Low concentrations of tritium are prese.:t in liquid waste
- streams and burial-ground leachates as ETO, which behaves like water and which cannot be separated practically from large volumes
; ofH 20. Thus, tritium travels along underground flow paths as part of the groundwater. As discussed above, tritium is the only significant radionuclide to migrate with groundwater. There fo re ,
the fol!owing discussion deals primarily with the behavior of tritius in the SRP waste sites. The following waste sites are the principal contributors of tritium to shallow groundwater at SRP. e K-Area Containment Basin: about 10,000 ci/yr outcrops to a tributary of Pen Branch
- e R-Area Seepage Basins
- about 7,000 Ci/yr outcrops to Four Mile Creek and tributaries
* ' F-Area Seepage Basins: about 2,000 Ci/yr outcrops to Four Mile Creek e Radioactive Burial Grounds: an estimated 200 Ci/yr outcrops to a tributary of Four Mile Creek
- With respect to radioactivity, seepage basins at SRP have i performed their role satisfactorily for many years. The seepage basins have handled large volumes of liquid waste that contain very i low concentrations of critiwn and other radionuclides. The concen-trations are sufficiently low that these liquid wastee could be discharged directly into plant streams. However, by es,loying
- seepage basins to give controlled release through the shallow groundwater flow paths, the amount of 'radicactivity ultimately
! released offsite is greatly reduced. Groundwater travel time from F and H seepage basins to the nearest stream ranges from 1 to 9 years, during which the amount of radioactivity is reduced by decay. The groundwater travel time allows up to 40% of the tritium to decay l [ 1-3
d i t before outcrop. The fractions that decay are even larger for many j of the other radionuclides that migrate much slower than the i groundwater. Tritium that outcrops is further diluted in the plant streams and the Savannah River, so that the downstream concentra-tion is well below the DOE concentration guide of 3 pCi/L and the j EPA drinking water standard of 0.02 pCi/L.7 Seepage basins are a technically acceptable means of handling tritium in low-level. radioactive liquids. However, DOE policy is to reduce or eliminate the use of seepage basins, primarily because the non-mobile radionuclides build up in the soil column to create a long-term burden of site control and surveillance.8 Current practices limit additions to the seepage basins to prevent-further l buildup. The technology of SRP seepage basins and the results of ongoing environmental monitoring around the basins are described in various public reports.1,2,9 The SRP burial grounds for solid radioactive waste contain and control release of radioactivity to the shallow groundwater. The 200 Ci/yr of burial ground tritium estimated to outcrop into plant , streams is less than 1% of the total tritium released to the i streams -- more than 99% is from seepage basin migration and direct release. The behavior of tritium in the burial grounds has been studied extensively.2,5,10-12 These studies are continuing.
- Properly managed shallow-land burial is a safe, efficient means for disposal of solid radioactive wastes. As practiced at SRP, rainwater that percolates through the burial ground soil leaches a small fraction-of the radioactivity. This small amount of leached radioactivity potentially will enter the shallow groundwater. As with the seepage basins, the soil beneath the burial trenches filters out most of the radionuclides, which then
- migrate very much slower than groundwater. Leached tritium moves with the groundwater, but the distance to outcrop is considerably longer than for the seepage basins. Travel time for tritium out-crop is
- 25 to 75 years, or two to 'six half-lives. Thus, 75% to more than 98% of the tritium will decay before outcrop. Of the
.4,000,000 Ci of tritium buried since 1953, less than 40,000 Ci
(<l%) has migrated to the shallow groundwater. A 1979 measurement at an outcrop of the ' flow path' foreshortened by erosion (see Section 2.3.5) showed 850 Ci/yr of burial ground tritium being
- released'to Four Mile Creek. After repairs to lengthen the flow path (discussed in Section 2.3.5), an outcrop of 200 ci/yr is estimated. This value may increase as the centroid of the tritium plume nears outcrop, but is unlikely ever to exceed 500 Ci/yr.
Figure 1.1-1 projects .the outcrop of burial ground tritium to be even lower in future years, from an approximate calculation. i 1-4
For a small portion of the burial ground north of the water-table divide that drains toward Upper Three Runs Creek, the flow-paths for shallow groundwater are even longer than those toward i Four Mile Creek. Tritium from new burials that migrates toward l Upper Three Runs Creek will be routinely monitored in the same way as tritium that migrates toward Four Mile Creek. Waste management practices have been systematically improved since burial operations were started in 1953. Further improvements are expected as a result of recent studies. For example, new burials of tritium-containing waste have improved packaging to reduce leaching. In other studies, a dose-to-man model of releases from the burial ground was developed several years ago.13 Results of modeling have been valuable in identifying important migration pathways and predicting future effects of radionuclide migration. A key result of dose-to-man calculations is that groundwater path-vays are of minor importance in future land-occupation scenarios. Plans to provide even greater confinement for new burials are under way. Features of this advanced technology being developed at SRP are incineration of combustible waste to reduce volumes, segregation of the higher-activity volume fraction, stabilized waste forms, deeper burial, and clay caps to minimize contact of percolating water with the waste. These measures will provide additional long-ters. protection of the groundwater.
+
1-5 *
+
References for Section 1.1
- 1. 'C. Ashley and C. C. Zeigler. Environmental Monitoring at ths Savannah River Plant, Annual Report for 1978. DPSFU-79-302, E. I. du Pont de Nemours & Co., Savannah River Plant, Aiken, SC (January 1981).
- 2. Final Environmental Impact Statment. ' Waste Management Opera- -
tions, Savannah River Plant, Aiken, South Carolina. ERD A-1537 , U.S. Energy Research and Development Administration (September 1977). .
- 3. W. E. Prout. " Adsorption of Radioactive Wastes by Savannah River Plant Soil." Soil Sci. 86, 13 (1958).
- 4. J. P. Ryan. " Batch and Column Strontium Distribution Coefficients with Water-Saturated Soil Strata from the Savannah River Plant Burial Ground." p. 133 in Environmental Migra-tion of Long-Lived Radionuclides. International Atomic Energy Agency, Vienna (1982) .
- 5. J. A. S tone . "Radionuclide Migration Studies at the Savannah River Plant LLW Burial Ground, A Humid SLB Site." p. 469 in Proceedings of the Fourth Annual Participants' Information Meeting, DOE Low-Level Waste Management Program.
ORNL/NFW-82/18, Oak kidge National Laboratory, Oak Ridge, TN (October 1982).
- 6. J. A. Stone, J. W. Fenimore, R. H. Hawkins , S. B. Oblath, and J. P. Ryan, Jr. " Shallow Land Burial of Solid Low-Level Radio-active Wastes - 30 Years of Experience at the Savannah River Plant." Presented at IAEA International Conference on Radio-active Waste Management, Seattle, May 16-20, 1983. Proceedings to be published.
- 7. Environmental Monitoring'in the Vicinity of the Savannah River Plant, Annual Report for 1982. DPSPU-83-30-1, E. I. du Pont de Nemours & Co. , Savannah River Plant, Aiken, SC (1983) .
- 8. Plan for the Management of AEC-Generated Radioactive Wastes.
WASE-1202, U.S. Atomic Energy Commission (January 1972) .
- 9. W. R. Jacobsen, W. L. Marter, D. A. Orth, and C. P. Ross.
Coo.. 1 and Treatment of Radioactive Liquid Waste Effluents at the Savannt.h River Plant. DP-1349, E. I. du Pont de Nemours
& Co. , Savannah River Laboratory, Aiken, SC (February 1974).
1-6
- 10. J. H. Horton and D. I Ross. "Use of Tritium from Spent
' Uranium Fuel Elements as a Groundwater Tracer." Soil. Sci. 90, 267 (1960). 11 . R. H. Hawkins. " Migration of Tritium from a Nuclear Waste Burial Site." DP-MS-75-25, E. I. du Pont de Nemours & Co. , Savannah River Laboratory, Aiken, SC (1975).
- 12. J. H. Horton and J. C. Corey. Storing Solid Radioactive Wastes at the Savannah River Plant. DP-1366, E. I. du Pont de Nemours & Co., Savannah River Laboratory, Aiken, SC (June 1976).
13 . C. M. King and R. W. Root, Jr. "Radionuclide Migration Model for Buried Waste at the Savannah River Plant." p. 155 in Waste Management '82, Vol. 2. R. G. Post, ed. University of Arizona, Tucson (1982). 1 i 1-7
I I I Case 1, . 250 - Av. Travel Time = 12.3 yr - Case 1: Normal distribution of groundwater velocities Av. Velocity = 80 illyr, 3a - 80 f t/yr At t o,2000Ci point source,986 fa from outcrop 200 - Case 2: Same, except 1972 f t from outcrop 3 5 Case 1, No Decay 9 3 +-Case 2 E 150 - Av. Travel Time = 24.6yr - S E e b e E 0' - 3100 Case 1 f - F Corrected for Decay No Decay 50 - - Case 2 Corrected for Decay 1 0 g l l 0 10 20 30 40 Outcrop Time tyr) FIGURE 1.1-1. Approximate Calculation of Tritium Outcrop froin Burial Ground
1 d 2.0 TECHNICAL
SUMMARY
OF RADIOACTIVE WASTE SITES l l Sites for radioactive waste disposal are described in the l following sections: l 2.1 Separations Area Seepage Basins -- 4. basins in F Area and 4 basins in H Area e, 2.2 Savannah River Laboratory Seepage Basins - 4 basins in A Area 2.3 Radioactive Waste Burial Grounds -- a 76-acre plot designated
- 643-G and a 119-acre plot designated 643-7G, located between F and H Areas 2.4 Reactor Seepage Basins - 4 basins in C Area, 2 basins in K Area, 2 basins in L Area, 4 basins in P Area, and 6 basins in R Area 2.5 L-Area Oil and Chemical Basin -- one basin designated 904-83G 2.6 Ford Building Seepage Basin -- one basin in CS Area, designated '
904-91G 2.7 Separations Area Retention Basins -- unlined basins, one in F Area and one in H Area l
. The sites described in Sections 2.1 through 2.4 are major disposal areas intended for radioactive wastes. Sections 2.5 through 2.7 describe several minor sites where radioactivity is only incidental to the purpose of each site.
t 1 e i r 2-1
i l 1 2.1 SEPARATIONS AREA SEEPAGE BASINS { 2.1.1 Nature of' Disposal 3 ! History'and Inventory l Since 1954, seepage basins have been an important element in the SRP program for managing radioactive waste. Seepage basins are . shallow, earthen excavations used to receive waste, water that con-j tains low concentrations of chemicals and radionuclides. The waste-water seeps downward through ~the sides and floor of a basin to the j' groundwater. After mixing with the groundwater, it flows slowly in
.a horizontal. direction, eventually to outcrop at a surface stream.
-During slow travel through the soil,.the wastewater will lose some of the contaminants by precipitation, filtration, adsorption, ion exchange, and radioactive decay.
j The first SRP seepage basin . (Building 904-49G) was constructed north of F' Area and used in 1954. However, the seepage rate was j' inadequate to handle the increasing volumes of wastewater coming j from the F-Area separations operation. Three additional basins
- were' constructed south of F Area in-1955. These established size
- standards for the basins that followed in H Area. By 1964, all of j the SRP seepage basins- had been constructed and were in use. Table j 2.1-1 gives characteristics of the F- and H-Area seepage basin
, system,. and Figure 2.1-1 shows the basins in relation to the SRP i chemical separations areas.. Table 2.1-2 shows the total amount of radioactive material discharged to the basins from 1954 through - 4' 1982. The totals are corrected for decay through 1982. [ . The basins were installed as an added' control step in the release of low-level radioactive liquid wastes to surf ace streams. However, the basins received other chemicals as well, as discussed
- in Volume I.
i Current Practices f In 1957, trebler proportional samplers were installed in the j effluent pipes to each F- and H-Area basin to provide continuous
- samples of the composite effluent ~ stream. Table 2.1-3 shows current additions of radioactive materials to the basins.
t i l 2.1.2 Local Groundwater Conditions ! 4 , ! lDie separations areas, ' consisting of tne area between Upper Three Runs Creek and Four Mile Creek with H Area at one end and
. F Area at the other, is the most intensely studied area at SRP'in >
terms of geology and groundwater. This is because most of the radioactive waste generated at SRP is in storage in this area, { i 1
- 2-2
- . -. .. . - . . . - ~ .- ._ . - - - - - . .
I ,- ~ The area contains the high-level liquid waste storage tanks in
! both F and H Areas, the low-level radioactive solid waste burial grounds, and the low-level radioactive waste seepage basins. This ! has also been the area where exploration was conducted from 1961 to
- 1972 to study the feasibility and safety of storing radioactive
. waste in the crystalline metamorphic rock beneath the Coastal Plain sediments. Because of all these study programs, much of the
- information relating to regional groundwater systems described in Volume I was developed in this area.
- . The general geology of .the area is disuessed in Volume'I. The l
water table map for this area is given in Figure 3-24 (Volume I). ! Piezometric maps for the Tuscaloosa, Congaree, and McBean Forma-a tions'are given in Figures 3-11, 3-18, and 3-23 (Volume I), i respectively. Water is withdrawn from the Tuscaloosa Formation
, beneath both F and H Areas.
l The normal water table at the F-Area basins is 60 to 65 ft , below the ground surface, but at H-Area basins is only 15 to 25 f t. l The horizontal distance to the outcrop of groundwater in Four Mile i Creek paths is 1600 f t at the F-Area basins and 400 to 1400 f t at the H-Area basins. Narrow sones of higher _ permeability in an j otherwise sandy clay environment exist at the H-Area basins. The i general geology at the water table at the F-Area basins is sandier than at the R-Area basins. Table 2.1-4 gives some of the seepage i parameters for these two basins. i I There are two separate and distinct water tables underneath - i . the F-Area seepage basins. One of these is a perched groundwater i table 10 to 25 f t below the ground surface. The perched water l either seeps through the less per eable underlying strata or flows laterally a maximum of 150 ft before flowing of f the edge of the l supporting strata, and then vertically to the normal water table i that is 60 to 65 ft below the ground surface. The nearest water
- table outcrop area, which Lis a line of springs along the edge of Four Mile Creek Swamp, is 1600 ft from the basins.
! The geological characteristics of the H-Area basins are ! different from those of the F-Area basins. The water table is only l 15 to 25 ft below the ground surface, and the water table outcrop i area is only 400 to 1400 ft from the basins. The soil contains a l high percentage of clay and has a relatively low permeability i except for certain narrow zones of high permeability. l _ At H-Area Basin 4, these zenes of more rapid flow coincide l with discharge into indentations of the seepline along your Mile ! Creek. At Basin 1, seepage is into a small swampy area east of i Basin 3, which was the head of a branch of Four Mile Creek before , [' H-Area effluent was released into it.- Seepage from Basins 2 and 3 i 2-3
does not appear to be influenced by such zones of rapid flow. At certain places between these zones, flow is so slow as to be almost impercept ib le . Permeability of the H-Area basins appears to be quite sensi-tive to pH changes caused by fluctuation in nitric acid and sodium hydroxide in the waste. The exchange complex of clays is saturated under normal conditions with H+, Ca++, Fe+++, and other cations, f When sodium hydroxide was added in September 1956, the exchange sites became saturated with Na+, the soil swelled', permeability was sharply reduced, and Basin 1 began overflowing to Basin 2. Such ) swelling of clay soils due to Na+ saturation is well known.1,2 2.1.3 Groundwater Monitoring Program and Results History i Seepage basins have been used in the separations areas since 1954 and 1955 to dispose of-large volumes of liquids containing nonradioactive chemicals and low levels of radioactivity. These basins and their surroundings have been monitored since startup, and many special studies of environmental effects have been made. Characteristics of movement of materials in the soil and ground-4 water differ between the two areas because of differences in ion exchange characteristics of' the soil and flow velocities of ground-wate r. In addition the discharge of waste nitric acid and sodium nitrate to the basins influences these characteristics. Wells used .i in routine monitoring and for special studies are inventoried d below. i Well Inventory Thirteen permanent monitoring wells (Wells F1 through F13 in Figure 2.1-2) were installed around the F-Area basins in the spring i of 1956. Wells F1, FS, F6, F7, F10, F12, and F13 were screened in perched water, whereas the others were screened in the normal water t ab le. During the winter of 1956-57, 31 additional unessed tempo-rary wells were drilled. Data from these wells defined the perched water table. During March 1962, 'nine additional monitoring wells were a drilled. Data from these and the original 13 vells were used to measure the rate of horizontal water movement in the perched zone i and the vertical movement in the ~ unsaturated zone between the i perched and normal water table. 4 1 2-4
I ; -- T In 1967, 45' wells were installed in a grid pattern between the F-Area basins and the outcrop zone near Four Mile Creek, as shown in Figure 2.1-3. Twenty wells at dif ferent depths in six
- clusters were also installed to define the vertical pattern of groundwater movement. Sampling zones at the cluster wells in relation to the water table are shown in Figure 2.1-4.
At the H-Area basins, eleven permanent monitoring wells { (H1 through Hil,' Figure 2.1-5) were installed around H-Area t basins in 1956. Data from these wells indicated 'that flow was mainly in a narrow zor.s of high permeability, and 43 uneased wells ! - were drilled to' better define this zone. In 1958, five temporary } - monitoring wells were installed, of which one, was made permanent j (H12, Figure 2.1-5). Between 1962. and 1964, 39 pe rmanent . t monitoring wells were installed (H13 through H51, Figure 2.1-5) between H-Area Basins (3 and 4) and the groundwater outcrop along-Four Mile Creek. } j In 1967, stream flow gauges and samplers were installed in l Four Mile Creek at locations shown in Figure 2.1-6. The se
- locations were selected so that radionuclide contributions from
! area effluents and seepage basins could be evaluated.
! Monitoring Results ^ I i Data from these wells indicated that the rate of horizontal - l water movement in the perched zone at the F-Area basins was 0.7 to 0.9 f t/ day, followed by slow movement of ~0.1 f t/ day or less in the unsaturated zone between the perched and normal water table. ! The influence of the F-Area seepage basins on the area water [. table is shown in Figure 2.1-7. An irregular-shaped water table l> mound extends from Basin 3 toward the outcrop zone. Even though three lobes are' apparent, the principal zone of movement is down r the central Icbe. The water table gradient from the top of the mound to the outcrop' is 0.5%. ( L The water table near the H-Area basins (Figure 2.1-8) is not affected as much by basin water seepage as was observed near the
~
! F-Area ' basins. ' Because mo st seepage f rom the basin system is - from l - Basin 4, which'was constructed along the topographic contour, basin
- water enters the water table for a considerable distance-along the l natural water table contour. Thus, seepage is spread out and has a l minimum ef fect on natural conditions. The water table gradient ~
between Basin 4 and the seep line is 1*.. I r 1 2-5 , I
+
4 Data from these studies indicate tha6 water moves from the H-Area basins in relatively narrow zones, particularly toward indented areas of the seep line along Four Mile Creek. Sampling results show that in the separations areas, approxi- I mately 25% of the tritium discharged to seepage basins evaporates to the atmosphere. The remaining tritium moves rapidly to the water table and there moves at the same velocity as the ground . water. In F Area, the average flow rate of tritium from the basins to Four Mile Creek is estimated to be 0.5 f t/ day (a travel time of i 9 yr to move 1600 ft). Approximately 40% of the tritium decays I before emerging in Four Mile Creek. Concentrations at seep line
- springs range from 40 to 60 uCi/L. Figure 2.1-9 shows horizontal i distribution of tritium in groundwater. Concentrations range from maximum in the darkest zone to minimum in the lightest. In H Area, j the flow rate of tritium from the seepage basins to Four Mile Creek i is estimated to be 1.0 f t/ day (a travel time of 3.75 yr to move 1400 ft). Approximately 20% of the tritium decays before emerging in Four Mile Creek. Figure 2.1-10 shows horizontal distribution of j tritium at the water table. Narrow zones of high concentration are apparent where seep line indentations extend toward the basins. At the western end of H Basin 4, flow paths are longer, and zonation ceases.
Theoretical considerations of flow through a homogeneous media receiving uniform recharge indicate that a tracer from the basins
- would dip beneath the water table in traversing's path f rom source l to outcrop. Figure 2.1-11 shows schematically what would occur.
! The point of view is from the outcrop spring upgradient to the l basin. Darker zones indicate higher concentrations. Though F-Area sediments are not ideally homogeneous, the working of this princi-ple is shown by data from the cluster wells. Figure 2.1-12 shows vertical tritium distribution down the F-Area seepage basin main
. flow path, and the expected distribution is seen. The maximum penetration of. tritium is about 50 ft, and throughout most of the
- distance from the basins to the seep line, the highest concentra-
- tions are 10 to 20 ft below the water table. Such a distribution does not occur at the east end of the H basin system because of the nearness of the outcrop. Basin water enters where groundwater already is rising toward the outcrop. At the west end of the basins, however, where flow paths are longer, this type of flow was
, ob se rved. Strontium, unlike tritium, does not move at the same velocity as groundwater because of ion exchange characteristics of the so il . Nevertheless, movement does occur, and st rontium has been emerging 2-6
in Four-Mile Creek from the F-Area basin since about 1964, and from the H-Area basin since 1959. The amount entering the creek annual-ly is about 2% of the groundwater strontium inventory in F Area and 0.13% of the inventory in H Area. Under current conditions, F Area is contributing about 10 times as much strontium to creek as H Area because of differing soil retention characteristics. With a groundwacer flow rate of 0.5 ft/ day in F . Area, radioactive decay removes just as much 90Sr as does leaching into Four Mile Creek. In H Area, with a groundwater flow rate of 1 ft/ day, radioactive decay currently removes 18 times as much strontium as does leaching into Four Mile Creek. Maximum 90Sr concentrations in groundwater and emergent seep lines ranged from 0.014 pCi/L to 0.34 pCi/L in F Area, and 5.5 x 10-5 uCi/L to 1.a 10-3 pCi/L in H Area. Cesium is retained well by sediments at SRP, and none has ni; rated far enough to be detected in groundwater between seepage basins in the separations areas and Four Mile Creek. In 1971, when les Basin ranging 3 was fromtemporarily 8.5 to 18 ft dry longinwere F Area, threesoilcoresampCswas obtained. Although 13 detected throughout the 18-ft sample length, concentrations in the top 9 ft averaged about 3.6 times higher than the bottom 9 ft. Plutoniun is more highly immobilized in SRP soils than cesium. Sampling of F-Area Basin 3 soil in 1971 to a depth of 9.7 ft showed that more than 99% of the plutonium was retained in the top 8 inches of soil, with a maximum concentration of 1.7 nCi/g. Alpha activity in groundwater between basins and Four Mile Creek in the separations areas is attributed mostly to uranium l discharged to the basins, plus a small amount of natural radio-activity. Alpha concentrations in groundwater and seep lines ranged.from 1.4 x 10-8 uci/L to 6.5 x 10-3 uci/L in F Area, and 7 x 10-# uCi/L to 7.5 x 10-6 uCi/L ,in H Area. Only critium, 90Sr, and uranium have been routinely detected in groundwater between seepage basins in the separations areas and Four Mile Creek, in concentrations greater than 10 times the natural background. Tables 2.1-5 and 2.1-6 show 1980 results in representative seepage basin wells that are monitored routinely. Gross alpha results are due primarily to uranium, and gross nonvolatile beta results are due primarily to 90 Sr. Data on historical trends for tritius and 90be discharged to the basins and quantities outcropping are shown in Figures 2.1-13 , 2.1-14 , 2.1-15, and 2.1-16. In addition, special ultra-low-level analyses for long-lived 99 Tc and 129 I have been performed on selected samples from the seepage basins.3 The measurements demonstrate th.1c both 99Tc and 129 I are transported freely with the groundwater and outcrop into Four Mile Creek in very low concentrations. 2-7 1 l
- _ -- .. . - . . .- . - ..._ ~ - - _ . _
5 1 f 2.1.4 Evaluation o. impact on Groundwater Quality The nearest plant boundary to the F-Area seepage basin is about 7 miles to the west, and is about 8 miles from the H-Area l j basin. 4-I The potential for offsite contamination of groundwater from 1 operation of F- and H-Area seepage basins is negligible. _ The dis-i section of the Aiken Plateau by Upper Three Runs Creek and Four
! Mile Creek creates a groundwater island in the McBean Formation.
i Water enters the formation on the Aiken Plateau an'd flows toward one or the other of the two creeks and must exit into the surface water. The valley of Upper Three Runs Creek cuts into the Congar . Formation and creates a groundwater sink that separates water in ; that formation under the separations areas from the offplant areas j to the north and northwest. As shown in the piezometric map t (Figure 3-18, Volume I), water from the separations areas could not go " uphill" to the south and southeast. Water in the Tuscaloosa Formation flows toward and exits into the Savannah River (Figure 3-11, Volume I).
- The seepage basins were instituted to delay release of low-
} 1evel radioactive waste water to streams. Thus, the slow movement of groundwater between the basins and Four Mile Creek has been used i intentionally for this purpose. As shown in Figure 2.1-12, the
- depth of ground penetration of this ' waste water is known, as is the
! horizontal flow pattern (Figures 2.1-9 and 2.1-10). The vertical j flow pattern shows that the highest concentrations of tritium
- penetrate the McBean Formation but do not enter the " green clay" (Section 3.4.5, Volume I). As both sets of basins are on the
. slooes of the water table and participate in the horizontal flow ! toward Four Mile Creek, there is no reason to believe that the flow path will change significantly from the one just described. The area of the seepage basins along with the rest of the
- separations areas is where the hssd in the Tuscaloosa and Ellencon Formations has been historically higher than the head in the i Congaree Formation, and thus the potential for contamination of these two formations is low. Because of the position of the seepage basins in a predominantly horizontal flow regime toward Four Mile Creek and the low permeability of the " green clay", the potential for contamination entering the Congaree is low.
Although the cones of depression in the Tuscaloosa from pump-ing in F Area and in H Area may extend to the areas of the seepage i basins, they do not alter the head reversal that occurs in the l Congaree Formation in this area. The vertical head distribution l shown in Figure 3-5 (Volume I) is between the center of pumpage in i H ' Area and the H-Area seepage basins. Thus, it is known that the 4 .,f
- 2-8 l
1 J head reversal in the Congaree has been applicable here. To date the head reversal still exists, but is has decreased due to declin-ing water levels in the Tuscaloosa Formation (Figure 4-3, Volume I). 2.1.5 Remedial Action New processes are being developed to remove radioactivity and hazardous materials from the process effluents presently discharged to the seepage basins. Such processes will be included in the waste treatment facilities that will decontaminate process effluents for direct discharge to Four Mile Creek. The F- and
, H-Area seepage basins will be retired after the waste treatment ! facilities are placed in service. Decommissioning plans are incomplete.
i l t G 1 e o l t f I, ( l
.2-9
References for Section 2.1
- 1. H. van 01 phen. An Introduction to Clay Colloid Chemistry:
for Clay Technologists, Geologists, and Soil Scientists. Interscience, New York (1963) .
- 2. J. W. Fenimore and J. H. Horton, Jr. Influence of High-Level l'
Waste Sales on Movement of Strontium and Cesium in Savannah River Plant Soil. DP-1124, E. I. du Pont de N5mours & Co., Savannah River Laboratory, Aiken, SC (1968) .
- 3. T. J. Anderson. " Methodology for the Determination of Environmental 129I and 99Tc." p. 84 in Effluent and Environmental Radiation Surveillance, ASTM STP 698.
J. J. Kelley, ed. American Society for Testing and Materials, Philadelphia (1980). 4 i f 2-10
--- ,_. .__ _ _ - ..-- . - . _a
i. TABLE 2.1-1 Chemical Separations Areas Seepage Basin System Characteristics Used Area Volume Loc ation Basin No. Bldg. No. From To (acres) (gallons) Remarks 200-F - 904-49 1954 1955 1.3 - Northwest of area 1 904-41 1955 present 0.34 1.0 x 106
- 2 904-42 1955 present 0.69 1.9 x 10 6 4
3 904 1955 present 4.44 1.4 x 10 7 t 200-H I 904-44 1955 present 0.29 1.0 x 10 6 2 904-45' 1955 present 0.79 2.8 x 106 3 904-46 1955 1962 3.30 2.3 x 10 7 i 4 904-56 1962 present 9.30 3.1 x 107 Crescent-shaped j l t 1 4 2-11
, - . . . . - . . , - - - - - , . , . -,..,,w, .,. --.,e - -
i is TABLE 2.1-2 I j Total Quantities of Radionuclides Discharged to Separations Areas Seepage Basins From 1954 Through 1982, i Corrected for Decay Inventory (Ci) Basins Cs Tritium
- Sr Actinides Other**
200-F 141 24.6 19.7 18.4 269,000 200-H 109 28. 7 5.6 10.3-
- Total for F and H Areas combined.
** Fission products.
4 n h a 3 6 2-12 h.h E gr-r9>r-+-e9*w-v--
l TABLE 2.1-3 - Current Radionuclide Additions to Separations Areas Seepage Basins 1982 Additions (Ci/yr) . Basins Cs Tritium
- Sr Actinides Other**
200-F 0.92 0.100 0.210 17.0 13,670 200-H '1.79 0.595 0.026 6.0
- Total for F and H Areas combined.
** Fission products.
l 6 2-13
TABLE 2.1-4 Seepage Characteristics of F- and H-Area Basins F Area H Area Units Mean seepage rate 0.37 O.36 gal /ft2 / day Distance to outcrop 1600 400-1400 ft Groundwater flow rate 0.5 ' 1.0 ft/ day Travel time (basin to stream) 9 1-4 yr Basin evaporation 25% 27% - d l i . 2-14
-. . ._-..=.-_-._ .- - . _ . .. . . -
4 TIBLE 2.1-5 Radioactivity in F-Area Seepage Basin Monitoring Wells - 1980 Well Alpha Nonvolatile Tritium No. (pCL/L) Beta (oCi/L) (uci,/L) 1 2600 140000 37 2 19000 7500 23 9 <0.5 12 2 36000 28 I 10 440 l, 14 41 400 11 . 15 1 800 2 ;
! 16 39 820 15 17 1 16 0.07 i ! 18 1 40 0.2
- 19 2 15 0.06
; 23 1 6* 0.06 f
i 24 1 7 0.02 25 7 12 0.3 i
- Less chan nominal lower limit of detection (7 pCi/L).
i , i j i l l I 2 e 1 1 i 2-15 i
,--,_.._m-, _...,-y--- -, . .... , , - - _ . . - . , . _ _ , . . _ , _ . , _ , . . . - _ . - _ . - , _ , _ _ , _ _ , , , _---w. ,,_.,.,--.-,.w.--.,. _ . . . - - - ._ . , _-..-..r... - . _r, , . _ _ , . .
l TABLE 2.1-6 Radioactivity in H-Area Seepage Basin Monitoring Wells - 1980 Well Alpha Nonvolatile Tritium No. (pCi/L) Beta (oCi/L) (uci/L) - l' 2 4 110 8 4 5 3300 3 ) 6 31 5100 26 7 1 52 0.1 1 8 <0.5 30 2 i 9 2 36 2 l 10 <0.5 15 5 11 <0.5 15 0.05
; 12 <0.5 55 <6 I
i 13 <0.5 7 0.3 . l' 14 1 6* 2 l 15 <0.5 3* 0.05 l 16 <0.5 3* 0.06 i < 1 17 1 6* 0.06 i 18 1 10 0.06 i 19 1 8 0.9 4
- Less than nominal lower limit of detection (7 pCL/L).
! l 4
e 1 1 } 2-16 1 1 e
9 N Z tw
\
5 gett # o , acoo ' d' i i Feet H
.w-
, j Buriol *
'W-'
Ground ,
=eg/
I s og. ! j
- 94Sint ggg Wb n
U ,cu#
- - _f 1
FIGURE 2.1-1. Separadions Areas and Seepage Basins I I I l l 2-17 l l i l 1
i 13 Permanent Wells Installed in 19*6~ e Screened in Perched Water o screened in Normal Water Table a F24 a 9 Wells Installed in March 1962 - e,,' F1
?lL
/ fi 'l F4 4 Wf
- F23 p
~
% Flo-
6 o Fs 4' F12 i
/
,g 'F13 .
" FIS
'rie 9
Feer e gg,
'F37
- FI8 TICURE 2.1-2. F-Area Seepage Basin Monitoring ' Jells 2-18
96 1 f J j 1 i I 4 k c. j f r i ..... i l - ~
.s.
.g n r
no I 4 . 4 A e , e
.~
j
. . . *. *. . ?. .';*,: . '
,x .' ..*
*2' .
* ' .*. .*.*2.'*
..;- u. ..
EM,. ***.** *.**.#*.
* * ** * ' .,'. ..*** :*.. ,/.*,
- s. *i*.* .
't.. .
s$ .. . J . . 'l
,. s . re/.. ,.~.*
*!J.I
;.. 7.*
,,i,.. :s 2l
~,,,,f
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f '. .' s.I.*i' *.~
? .}.J. : ..;.. . .'
.....s
.it .-2. '. .;* .' *,.-
. .: ~
-: N. ~ .". *.,'. .r. *g , i. .e ,. . . . ., e s s :. 't.. . ,, :~- < *.);.* . .'
.. . -. g,,,,
I r .@.- . . , }f'! ,. t. *r ev a .:t.C,%.L..:*. *t ,.7. ; ., -... .. .. -.-
, :.. :.: .; . ...,,,.. e.. w "* p ;;......... oas e * **~ ., .f . .
, , ... . :....: ;;,,',j :. -
. . . . i 1 s.;c;.~.**,. .;..
., 9"-
%,1:. . **.h s . *e'er two w,u i
.q
- verrow crsrer er s,,,,
,. . .r
~
- s l' Sarteg 0,
p.., so,o 1 *** teos t.:n. N+ .'ss
'; G' .
FIGURZ 2.1-3. *4 ells and Seep-Line Springs Used to Determine the j, Horizontal and 7ercical Flow Paths in Groundwater ' at F-Area Seepage Basins i i i 1 i 2-19 j i i l 7
O 300 - j _ F en.a 3 0 T a o ' e 250 - e a u Somoneg 2 Zoes y aw ya.
; 2ca _
- l "" -l Toer,
--- - i _ c,... ' 8 e I l l ,
e *
.9 l
- l .
e g l l l t
- G '50 i , ,
2cco icco o Feet FIGURE 2.1-4. Sampling Zones in F-Ares Vertical Cluster Wells i l l e 1 - 2-20 ___________9
1 HSI C H50 o H49o H.48o "2 80s n i HI H47o oH25 83 H33 o I I@ ! - M4 Basin 4 CH 6 M CH46 H320 CH23 0 H ?.2 HIC Basin 3 M9
/
H310 H30 o O H21 gi o g y /$37 e Hl2 H290 o / H280 o H2kq60 H 3 H44 0 0
- H43 OH41 H42 0
H39o
/ e 11 Permcnent Wells instcl led 'n 1986 H400 m Well InstcHed in 1958 0 39 Permanent Wells instct'ed in 1964 FIGURE 2.1-5. H-Area seepage Basin Motitoring Wetts 2-21
N i L I F
- H Dasins r sonins / - _
/ e s
s' 5 p1 :=, - N FIGURE 2.1-6. Four Mile Creek Flow Cage and
~ Water Sampling Locations
- 2-22
i l l Y . i oso g& 0
- 9' 106 i
zos
/% ** i .
l \
$ eCO r*
' Cuter,, ce**#
C"'"#
, met sco
- o. >
Feet FIGURE 2*1 y* Water Table grevetfon Contours at F-Area Seepage Basins 4 2~23
. . _. .. . . _ . - . .. . -. . . ~ ~ - _ - - _ . . . _ . - _ . . _ . ~ _ ~ - _ . _ . - -.
~
l , I t I N A Q t W
.. :gs '
**% 94428 "
k'**\ )o g N a,[4 g,g,3 3 -
%d*4*g
,1
'% / #
4
/
e W i o- -
\ ..
k L>
CAgg8
's.J(f, *
/
0 I a..e I FIGURE 2.1-4. Water Table Elevation Contours at H-Area Seepage Basina l i f l f I l
- 2-24 l
i
+
9 D O* o ,5 - . !!! j
\
uner.: pie
/ s
( r Cutcros: 40.3
- 3 reua 0 sco a .
veer FIGURZ 2.1-9. Isoconcentration Contours of Tritiuti in Groundwater at T-Area Seepage Basins O I ' 2-25 i e
Js +. u .A J. J _4 . a. - ~. & _ f
. l 1
l l I i e "F, 4 j Q i 1 t .
- 'g +
rw m
{
1. d!I 4 . S, i. n I 3L.' .s .. i . 1 I m;i.; *,,+' 3 2 y u
- I!!_}i.. , , , i
. . 5.
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., 3 g .*
i t N
#';t...." ' -
g h . .
)
# r
,,y i
p g
. . fp
..- tt y
- 5. .,
i
- ?**9 '
. A.
M% ! i
' h. ,d @
y ', % k U ae s 4 W l i ; . 1 / h; gm
) .a
.c.[ii,.
k
~*
f
- 5
-- [ ee 9
t N i
/
it e* . .,, , , p 8 s s.
. # *' %4 g4g gn9 s
1 [ -
',i i
1 5 i j 2-26 .
~ \ , ,
5 i
$(
Qgi 'A\\)d \ \ s \ \.sg\w g Surface (Excq.) \ Ig \ \ \ Water Table
,e g \ g sx \d (h
i FIGURE 2.1-11. Subsurface Flow Path From F Basin 3 i . I v 2-27
i l , O <10 pCi/L 300 - O O-20 pCi/L CD 20-40pCi/L g >40 pCi/L FNm3 e 250 -
=
C
.9 T y Water Table L'i 200 -
Four Mile Creek k' 1 15 0 - Ie I t I t i I I ! l- I 8 8 ' ' ' i ' ' ' ' ' ' ' ' t ; 2SOO 1900 O Feet i l FICURE 2.1-12. Vertical Distribution of Tritium in Groundwater a.! 1 F-Area Seepage Basins
s i. r i' i r r . i . . lo4M _ i gigigigigigigigigg gigig
- ~
j 'scharge to Seepage Bosin - j 10,000 _- l 1 2 ' ) > l 5 - l . Migration to l 1#00, . Stream -
- ~ -
Tritium F Areo - 100 i l t Iil1 lt It It lI lilI II II l l j 57 59 61 63 65 67 69 71 73 75 77 79 81 s Year l FIGUE 2.1-13. Comparison of Tritium Delivered to Seepage Basins l vs. Tritium at outcrop - F Area . i I l. 1, i i 4 2-29 i j
3 l 1 ) 100 =, gigigigigigigiji;igil i gg
- =_
! 10 -
l Discharge to Seepage Basin Migration to - g - Stream E 1 - - , 8 - ! : : z _ g i _ > 4 so Sr
! 0.1 =-
- F Arec i - _
1 l o,oi e i iliiiIiliIiIiliIiIiIiI l 57 59 61 63 65. 67 . 69 71 73 75 77 79 81 i Year J FIGURE 2.1-14. Cr.parison of 90Sr Delivered to Seepage Basins ! vs. SOSr at Outcrop - F Area l I l
\
i > 2-30 1
l 1 1 i l 100,000 d _i g i g i g i g i g i g i l 3 gil g i. g i l_
~ ~
Discharge to Seepage ! _ Basin _ 1 10,000 _- p a , \ r= _ _ i 2 _
,,? Migration to Stream ;
1,00o _- --
=
=
Tritium - _ H Areo _ too 57 59
'l'l'l'I'l'I'l'l'I'I'l'I -
61 63 65 67. 69 71 73 75 77 79 81 I Year FIcc u 2.1-15. Comparison of Tritium De11vered to seepase Basins ; vs. Tritium at Outcrop - R Ares , I 2-31 ; e
I i 1 l 1 i ( ] I I
! 10 _ , , , , i i ; i g i g igigiii,i;il=
t , 2 r Discharge to Seepage '
! - - Basin '
j 1 :
=f r= - p ; 5 ; y - -
o I
- _ _ g 0.1 -
~
E- i i Migration to )
' ~
Stream , I- - _ j _ "S r _ j j _ H Arec _ I col I II II II II II II II I
~
II ~ l ,
! 57 59 61 63 65 67 69 71 73 f5 77 79 81 I, . .
Year FIGURE 2.1-16. Comparison of 90$r Delivered to Seepage Basins vs. 90Sr at Outcrop - H Area
]< r 4 t 4'
I 2-32
2.2 SAVANNAH RIVER LABORATORY SEEPAGE BASINS Four seepage basins located east of A Area (Figure 2.2-1) have been used by the Savannah River Laboratory for the disposal of low-level liquid wastes, although they are currently out of service.* 2.2.1 Nature of Disposal When the seepage basins were in use, vaste no't exceeding 100 d/m/mi alpha and/or 50 d/m/ml beta gamma was discharged to them from tanks in Building 776-A w'hich received low level waste from Buildings 735-A, 773-A, and 779-A. If the waste exceeded the above limits, it was transferred into a tank trailer and shipped to the Separations Department for final disposition. During the 28 year operating history of the basins, approximately 34 million gallons of water were discharged to the basins, while another one million gallons were transferred to the F-Area evaporators via transfer trailers. A summary of the total discharge of radionuclides to the SRL seepage basins is given in Table 2.2-1. Recent analysis of surface grab sediment samples collected from the baains showed that 903 ,, 60Co, and 137 Cs were relatively low (Table 2.2-2). Of the radionuclides measured,137Cs had the highest activity with most of it located in the first two basins. In August 1972, Basin 4 (904-55C) temporarily went dry. Four 12-inch-deep core samples were obtained and divided into 3-inch segments for gacma spectroscopy analysis (Table 2.2-3). The 8'Sr and 90 Sr contents in the cores were determined chemically. On the basis of the average concentrations of radioactivity, the top 3 inches of sediment contained from 802 to 902 of each of the radionuclides except strontium. 89Sr and 90 Sr were distributed uniformly with depth with no indication of reaching background values below 12 inches. The other radionucildes show decreases in activity with increasing depth. The inventories of radlonuclides in Basin 4 in the top 12 inches of sediment were estimated using the average concentrations of activit{, the surface area of the basin, and a soll densit{37ofCs,1.6 g/cm . The calculated inventories 0.41 Cl of 106Ru, 0.05 CL of 14LCe were: about 0.46 CL of !, and 14"Ce, 0.04 Cl of 60 Co, and 0.01 Ci of 89Sr and 10 Sr. Basin 4 refilled during 1973, then went dry again in 1974, and has remained dry since 1974 Four sediment samples were collected from Basin 4 in 1974 The results of gamma soectroscopy analyses of these cores are given in Table 2.2-4 The highest measured activity was near the surface, with decreasing values with depth.
- These basins are described more fully in Section 6.5 of Volume I.
2-33
~
The Savannah River Laboratory is now shipping all of its low-level radioactive liquid waste to the general purpose evaporators in Building 211-F. Approximately 40,000 to 50,000 gal / month are transported from SRL in 4,000 gal tank trucks. This rate repre-sents about 12 of the total flow handled in the 211-F evaporators each month. The overheads go directly to the F-Area seepage basins, and the bottoms go to the high-le, vel waste tanks. 2.2.2 Description of Local Groundwater Conditions The Savannah River Laboratory basins are in the general vicinity of M Area, and the geology and subsurface hydrology are probably similar to that found beneath M-Area.* 2.2.3 Groundwater Monitoring Program and Results' Low-levels of radioactive contamination have been observed in monitoring wells around the Savannah River Laboratory seepage basins. The monitoring program and results are described in Section 6.5.3 of volume I. Additional analyses for specific radionuclides are required before contamination levels can be compared with drinking water standards. 2.2.4 Evaluation of Impact on Groundwater Quality Lew levels of radionuclides are present at the water table beneath the basins. Although deeper monitoring wells do not exist at this location, there is a potential for deeper penettstion of contamination because of the inferred downward gradient.* 2.2.5 Remedial Action A program is underway to provide the technical basis for final closure of the Savannah River Laboratory seepage basins. The specific tasks include collection of soil samples from the bottom of each basin, determination of chemical and radionuclide inventories in the basins from soil sample analyses, installation of sampling pumps in existing monitoring wo11s, collection and analysis of groundwater samples, installation of additional exploratory wells, and collection and analysis of groundwater samples fr:m new wells.
- See Sections 6.5.2 and 6.5.4 in volume 1.
2-34
TABLE 2.2-1 Radioactive Releases to the SRL Seepage Basins, 1954 - 1982 Decay Radionuclide Total (C1) Corrected (Ci) 3H 243 124 89,90Sr 0.11 0.078 137Cs 0.011 0.010 natU 0.022 0.022 23sPu 8.9 x 10-3 8.8 x 10-3 239Pu 2.9 x 10-3 2.9 x 10-3 2 <.1Am 7.7 x 10* 7. 7 x 10 i 2 <. 4Cm $.6 x 10* 5.3 x 10* Alpha (unidentified) 4.2 Beta-Ca:::na (unidentified)* 10.6
- Includes 60Co and 103,106Ru.
9 i 0 2-35
i ... l TABLE 2.2-2 1 Measured Radioactivity in the SRL Seepage
- Basins - October 1982
)j locations of . [' Sediment Samples Activity (nci/g) i Basin No. $r-90 Cs-137 Co-60 , j I 1-Inlec 0.301 37.3 - i 1 1-Center 0.017 28.2 0.210 2-Inlet 0.134 2.92 - 2-Center 0.128 33.1 0.660 2 l , l 3-Inlet 0.021 0.80 - 3-Center 0.037 3.26 0.132 4-Inlet 0.021 0.76 - , 4-Center 0.017 0.092 - f 1 ]
- i I
i i I ! a i i i t l f 8 2-36 e
TABLE 2.2-3 SRL Seepage Basin 4 Sediment Activity Sediment Depth Radioactivity at Samples Sites * (nCi/g) Radionuclide (inches) 1 2 3 4 137Cs 0-3 0.910 0.730 1.450 0.320 3-6 0.057 0.057 0.550 0.113 6-9 0.011 0.004 0.010 0.047
- l 9 - 12 0.010 0.007 0.001 0.019 l 103,106Ru O-3 0.620 0.480 2.100 0.260 l 3-6 0.056 0.009 0.106 0.063 6-9 0.010 0.002 0.007 0.019 9 - 12 0.008 0.009 0.002 0.018 1*l.14"ce 0-3 0.110 0.065 0.240 0.037 3-6 0.006 0.016 0.016 0.006 6-9 0.001 0.003 0.004 0.006 9 - 12 0.004 0.004 0.003 0.003 60Co 0-3 0.083 0.036 0.180 0.025 3-6 0.021 0.007 0.014 0.004 6-9 0.002 0.001 0.001 0.004 l 9 - 12 0.002 0.002 0.001 0.001 l
l 89,90sr 0-3 0.004 0.004 0.004 0.001 1 3-6 0.021 0.007 0.007 0.007 6-9 0.013 0.004 0.004 0.001 l . 9 - 12 0.012 0.001 0.001 0.002 l
- Samples taken on August 17,1972, at 4 locations in Basin 4 with N'J corner designated as 1 and going counterclockwise from intet.
l l l 2-37 -
TABLE 2.2-4 SRL Seepage Basin 4 Sediment Activity Sediment Depth Radioactivity at Samole Sites * (nCi/g) (inches) 3 4 Radionuclide {_ 2. 137Cs 0 - 2.5 0.714 0.044 1.100 0.215 2.5 - 7.5 0.042 0.002 0.207 0.034 5.0 - 7.5 0.007 0.001 0.036 0.002 7.5 - 9.5 0.003 0.001 0.004 - 9.5 - 12.0 0.002 - 0.001 - 134Cs 0 - 2.5 0.037 0.003 0.092 0.016 2.5 - 5.0 0.003 0.001 0.009 0.001 5.0 - 7.5 0.001 0.001 0.001 0.001 7.5 - 9.5 0.001 0.001 0.001 0.001 9.5 - 12.0 0.001 0.001 0.001 0.001 106Ru 0 - 2.5 Trace Trace Trace Trace g 60Co 0 - 2.5 0.050 0.007 0.078 0.020 2.5 - 5.0 0.002 0.001 0.008 0.001 5.0 - 7.5 0.001 0.001 0.004 0.001 7.5 - 9.5 0.001 0.001 0.001 - 9.5 - 12.0 0.001 - 0.001 - Alpha 0 - 2.5 0.150 0.140 0.230 0.020 2.5 - 5.0 0.020 0.002 0.019 0.006 5.0 - 7.5 0.009 0.002 0.007 0.002 7.5 - 9.5 0.003 0.002 0.006 - 9.5 - 12.0 0.002 0.002 0.001 -
- Samples taken in 1974 at 4 locations in Basin 4 with NW corner designated as 1 and going counterclockwise from inlet.
2-38
, - - - - - - - , - - - - = - - - - - - - - - - ,
- / .
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.-,: C
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