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- M' GEOLOGICAL SURVEY WASHINGTON, D.C.
20242 May 11, 1973
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,.o.- Q Mr. William P. Gammill, Chief M.
Site Analysis Branch
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Directorate of Licensing p,^,, 0
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U.S. Ato. tic Energy Cor.T.ission 4915 St. Elmo Avenue
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s f g..s Attention: Mr. Cardone and Mr. Hulman 1/ W. V
Dear lir. G:
- aill:
The fc11owin; ec anents pertain to the cpparent increcsc of intent by ponr enmpanies to utilize ground water for cake-up water purposes at nuclear po. cr pl:nte ; this it:s si.acifically proposed at the A. '.'. '.*ostle Plent in Georgia and lea,s specifically indicated by the.*'acific Gas anc Electtic Company in California. It would appear..that the applicants in these cases wish to act a precedent in ectablishing the design and neceptability of t:ttr t.11s : Clast I strue:.::c..
It r.:y b e p o t s ible t o c e t:til i:' th e concept of utilizing wells as Clase I cahe up water sources at the Vogtle Plant, but' even if this is done it whould be obvious that every new site application would require a separate and complete evaluation.
Therefore the concept has no specific value as a precedent.
It is our opinion that with the present state of the art, even the con-cept, since it is new, may justify special evaluation. Such an evaluation would require criteria that must be met at each proposed site. The foi-loving are sor.e, but not necessarily all of the criteria.
1.
An adequacy of the ground-water supply both for the present a.d in the future - including both technical and legc1 unter rights aspects.
a.
h termination of the adequce'y of sapply weal' rc. quire c::-
tensive pumping tests of preceribed type (s), using a number of observation wells; long-cime puopage from supply wells at a prescribed race and for designated periods of time to identify specific hydrologic characteristics of each proposed aquifer.
b.
A demonstrated aquifer capacity of several times the de-signed need; such as by a factor of 5 with due consideration being given to future de.nand: freu other ground-water users (A sort of maximum possible aquifer development, HPAD).
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2.
Design and construction of a Class I well which included:
a.
Seismic considerations and the resultant stresses on the well and pump station b.
Longevity of well casings and screens.
3.
An operational and maintance program for the wells which would guarantee pump readiness as well as the aquifer capability.
A prescribed water supply development plan including a.
frequency, rate and durction of pumpage.
4.
Possibly, if ground-water were to be relied upon, it would be desirable to increase the requirement of a greater storage volume ir the ulti= ate heat sink to provide 45 or 60 days supply instead of the custoacry 30 days. This uculd allor for redrillins and developing of wells should there be couplete failure.
Indirectly relatera is the potential problem of roatine end emergency pumping of grouac watcr in.the plant site vicinity.
Consideration of the potential site subsidence which may re-a.
sult from lovering of the aquifer hydrostatic pressure. For example, Davis and others report land subsidence of as much as 200 cm in the bavannah, Geor6Aa crea oe. te i--;:ac.
This u:uld sect. to F:ve a particular significance for the Vogtle site.
(See attached paper).
b.
ki adequate engineered design for potential differential setting ard acceptable amounts.
We should ponder the power industries purpose in proposing the e.ceptance of Class *. wells for ultimate heat sink make-up water. The coriumptive use of water for conventional cooling towers for the condenser cooling water requires make-up quantities con:iderably greater than that for the ultimate haat sink and requires locating the plant where a fairly large (probably at least 100 cfs per 1,000 Mwe) source of surface water is available. Hence it would seem reasonabic that the same source would be adequate for the ultimate heat sink make-up. Therefore the use of utils for the ulci= ate heat sink.uake up usctr would spreer to be advo.:caacour only for those plants concidering dry coolin3 to ers or for plants located several miles from the curface water source which could be reached only by a Class II pipeline therefore justifying and requiring on-site Class I wells.
We believe the point to be made here is that certain design basis need to be set forth by AEC governing the application of Class I wells.
Furthermore that to establish these criteria, experts in several areas need to study at least the above ite:ns in detail as well as other areas of concern and set forth the' required guidelines.
. Sincerely yours, s? /.1/.
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A. Kilpatrick Hydraulic Engineer
,0ffice of Radiohydrology Uater Resources Civision Enclosure 9
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WT LAND SUBSIDENCE DUE TO WITHDRAWAL OF FLUIDS J. F. POLAND AND G. H. DAVIS U. S. Geologiec! Screy, Sacramento, California, and i%hington, D. C.
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Reprinted from Enviihys ix Excrxcenixa Geor.oor II Published by The Geological Society of America,Inc.
P.O. Box 1719 Boulder, Colorado 80302 1
1969 i
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ae 230 arvizws rx Excistratxo cror.ocr tr 50 m, but the pore prceure decay has been retarded by the low permeability of the silty clay beds. Consolidation can occur only as fast as the excess pore pressure is reduced, and the rate at which this can occur is a function of the permeability and thickness of the beds.
Estimates of the proportion of subsidence caused by compaction of the upper 50 m of deposits that include the two bentonitic clay beds range from about two-thirds to 85 per cent, depending partly on location and the increase it.
effective stress (Zeevnert,1953a). Evidence from the protruding casings of Plate J.
suggests that at some places, at least, the compaction of the top 100 m of sedi.
ment is about equal to the subsidence.
t Recognizing that the artesian-head decline can be stopped only by reducia; t local ground. water drait, comprehensive plans have been made for impo-ti.
water to the city. Since 1952, several new projects lave been completed to brh.:
water into the city, and others are under construction. In addition reservoirs er-:
recharge wcils have been constructed for the purpose oiinjecting flood waters i a the aquifer system. According to Quintero (195S),13 recharge wells have bec.
installed since 1953, and others are planned.
Acknorriedgment. The authors acknowledge the assistance of 3fr. Jone A.
. daCosta of the Geological Survey in tr: nslation of the paper by 3Ir.r-c.i. a..
others (1952). The authors also wish to thank 3fessrs. R. J. 3farsal, I. Sain:.
- Ortiz, and leonardo Zeevaert for supplying several publications.
SAVANNAH, GEORGIA Dyis.and others (19G3) reported land subsidence of as much as 200 mm at Savannah, Georgia, due to' decline of artesian pressure in a limestone aquifer.
,,,, 5 Precise leveling in it]1S,1933,1935, and 1955 by the U. S. Coast and Geoden
~~/~'* Survey indicated maximum subsidence of bench marks of about 100 mm. 3Ip of the subsidence occurred during the period 1933-1955. Pumpage increased front 23 million gallons per day in 1933 to 57 million gallons per day in 1955, anu decline of artesian head was about 40 feet in the 37 years before 1933 and abou:
100 feet in the 22 years after 1933. A close correlation was noted between sc-sidcuce, pumpage and decline of artesian head.
During the period 1933-1955, subsidence exceeding 20 mm occurred in an e-ofdequare miles including the city of Savammh and extending 5 mile to tb north and west. As shown on Figure 25, the subsidence corresponded closely a areal extent to the area of greatest decline of artesian pressure during the sana period.
Figure 2G shows the relationship between land subsidence and decline F artesian pressure, 1933-1955, along a profile extending from 10, miles north c Sava.mah through the city to the Atlantic Ocean 16 miles east.
The ratio of subsidence to decline of artesian pressure at Savannah of 0.007 suggests that the maximum subsidence may have been about 200 mm fro:n lld to 1955 in the area of greatest decline of pressure. The maximum rate of aut-sidence reconled by a bench mark was 40 mm during the 10-year period 190 1955 at a point about 2 miles south of downtown Savannah.
Unlike the sedinwnts of many other subsiding areas, the principal artesie
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../q 5 Figure 25. Decline of sr:ui.m p.cesure sad subsidence,12:3-1W, Savs:w.h area, Geords.
(After Davis and others, IDG3.)
squtfer at Savinnah, in which the pressure has declinod, is a limestone sequence.
The aquifer ranges in age from middle Eocene to 31iocene and includes the Gosport Sand (middle Eocene), the Ocala Limestone (late Eocene),'undiffer-entiated limestone of Oligocene age, and the Tampa Limestone (early Miocene).
The Ocala Limestone makes up substantially more than half of the sequence. The principal aquifer is confined below by marl and limestone of the Lisbon Forma-tion (middle Eocene) and above by silty deposits of the Hawthorn Formation (Miocene); it consists chiefly of sof t, granular, dommonly highly porous limestone but includes also beds of sand, marl, and sandy, clayey, chcrty, and dolomitic '
limestone.
Davis and others (1963) concluded that the subsidence is due to compaction of l
the principal artesian aquifer in response to decline in artesian pressure and that the compaction probably occurs chiefly in the soft limestone tmd in the inter-bedded clay and marl, which may be highly compressible. The rado oGubiidence
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to.dceline in head has been about 1 to 300, that is, about 100 mm subsidence to l
100 feet of head dechne.
i HOUSTON-GALVESTON AREA, TEXAS j
Land subsidence due to withdrawal of ground water and petroleum has been known in the upper Gulf Co:'st area of Texas for many years. The subsidence of l
the Goose Creek oil field on Galveston Day was reported as carly as 1tr2G and I
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232 REVIEWS IN ENGINEERING GEO!.OGY:11 S AVA N NA H
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c Figure 20. ProE!e of Isnd ribdder.ce and decI!ne of artedsn presure, IS",3-1%5, Lvst ares, Georgia. (Afur Davis and others,19G3.)
has been discussed previously in this paper. Winslow and Doye! (la51) ir.
paper given before the American Society of Civil Engineers reported on additior..
leveling results and suggested means for alleviating the subsidence in the Houst:
area. Winslow and Wood (1959) de.cribM subsidence throu; hen a:t nr:n 7200 square miles of coastal Texas, including Ho*uston, that extends from Frc-port to Port Arthur and 90 miles inland. The following summary has bu prepared from those papers.
Geology. The upper Gulf Coast of Texas is underlain by unconsolidated s.,n and clay strata of Tertiary and Quaternary age that dip and generally thicke-toward the Gulf. Accordingly, the strata crop out in bands that parallel t!.
coast; inland they contain fresh water, but most contain salt water within :
short distance of the shore. From the top down, the mits penetrated by watt wells are: the Beaumont Clay (Pleistocene), which ranges in thickness from zcr a few miles northwest of Houston.to 900 feet at Galveston and includes the Ai:.
I Loma Sand of Rose (1943), about 250 feet thick at Galveston; the Lissie Torma-I tion (Pleistoccue), which thickens from 900 feet at Houston to 1500 feet a j
Galveston; the Willis Sand (Pliocene [?]), which thickens from 500 feet at Hou-t :
to 700 feet at Galve< ton; the Goliad Sand (Pliocene); and the Lagc.rto C'.;
(31iocenc[?]).
The Beaumont Clay is the principal confining bed at and coastward frer.
Het:-ton, Although t he licaumont cortsists largely o(calcarcous clay, it ine ude..
few beds of fine sand which are the principal water-yickling units at Texas C;:
and in the Beaumont-l' ort Arthur area.The Alta Loma Sand (Rose,1943) is ti principal aquifer at Galveston, and the Lissie and Willis form the prinei -
l aquifer at Houston where they have a combined thicknc<s of 2200 feet.
1 A recent X-ray ditTraction study of the clay-size fraction of fine-grair.cJ l
samples from a core hole at Cicar Lake, Harris County, indicates a clay-miner..
I assemblage of montmorillonite, illite, chlorite, and kaolinite..Tiontmorillonite ;
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g-DAEN-C'E-G 14 May 1973 12M0?$DIR1 TO DAF.N-CIE-S SUEJECT: Co=ments on Alvin W. Vogtle Nuclaar Plant, Savannah River, Georgia Power Company
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1.
During the course of conducting exploratory work for siting the nuclear r
power plants and auxiliary structures,' a substr.r:ial number of borings were dellied over a large area and corresponding 1sr3e amounts of tes: data J
ac :umulated. From these deployed investigations, the client. has constructe.d
- a scological =odel of the schsurface conditions upon which comp 1nte founda-tior, and seismic design has been based. It is agreed by this. office that tha general geological conditions at the selected sites are basically as described in the report. However, it is also felt that more spec.ific details of the foundation conditions, pertinent to design, could have been overlooked, due to the resulting vide net spacing of borings covering
' critical structures at the selected sites. For example, some solutioning of the calcareous clay (marl) bearing stratum can not be entirely ruled out.
If, for example, as stated in the report,' the earl semples tested contained -
50 percent calcium carbonate, then other nonsampled (due to wide spaced borings) areas of the foundations may contain higher percentages of this soluble mineral.. As a result of t;hese or other 'formational and crosional phenomana, unexpected voids, channelways or' localized weaknesses could now exist within zones of foundations influenced from some of the heavier structures.
2.
The two borings shown in each of the two 160 foot dia=eter reactor
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containment structures (Figure 2.5-11-Vol.- I) or relatively few horings.
shown in the turbine buildings and control structures are not believed to
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- be sufficient to develop all latent foundation conditions which cauld be of significance to design.- It is therefore recoumended that at least for the heavy and critical structures which contain the nuclear reactors,
.A borings be placed on a minumum grid of 50 feet on centers and penetrate at least 40 feet into the marl foundation stratum. This criterica would average about eight evenly spaced borings. per reactor containment structure.
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The other important structures suc*t as control buildings, turbine buildings,-
etc., should have an average spacing of no more than 100 feet on centers or less, depending upon the reliance that can be placed on geologic inter-pretation between borings.
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DAEN-CWE-G' 14 May 1973
SUBJECT:
Consnents on Alvin W. Vogtle Nuclear Plant, Savannah River,
-Georgia Power Company
.3.
, Category I. Water Wells to Supply Cooling Water During Emergency Shut-Down of Reactors.
a.' Project Requirements. The client proposes to drill four water wells (one for each reactor) to supply emergency cooling water to the reactors for a minumum period of 30 days during emergency situations.
In these instances each of the wells must simultaneously be capable of producing a sustained 1000 gallons per udnute yield for the 30 day period.
b.
Test Well Results and Analysis Performed. The test well was drilled and tested for 48.5 hours5.787037e-5 days <br />0.00139 hours <br />8.267196e-6 weeks <br />1.9025e-6 months <br /> at 1200 gpm, then an additional four hours at 1800 gpm. At neither of the above discharge rates were stabil-ized drawdown conditions achieved. All analyses from the test results Na!1 h Y Eeet 88*
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Reconunended Additional Well Test Procedures. The client's tests and analyses appears to have demonstrated that a potentially ample supply of emergency water of 1000 gpm for at least a 30 day period will be available from each well. However, this office does not believe that the test data presented in the report fully supports such a sustained yield at a pump setting at only 150 feet depth for these interfering well systems. Therefore, as a check on both adequate pump setting and adequate sustained yields we reconsnend that a well pumping test also be performed under stabilized or equilibrium drawdown conditions in order to verify the client's nonequilibrium testing procedure and analyses, upon which semb important well design decisions were entirely based.
d.
Description of Reconunended Equilibrium Well Test and Analysis.
In order to perform an approximate equilibrium pumping test on the present test well (or on one of the other future three wells), a reduced pumping rate as for example, 300 gpm should be run until no appreciable creeping drawdown continues to occur in either the pump well or observation wells.
A second and third pumping rate at two then four times the original rate is performed, both to similar stabilized drawdown conditions.
(See sketch). The three stabilized drawdown rates can then be plotted against their corresponding three stabilized drawdown depths as shown in the fourth graph on the sketch. From this empirical curve, a safe and con-servstive depth then can be selected (by interpretation or extrapolation) for a pump bowl setting which can deliver 1000 gpm yet be safe from "ptanping air" due to drawdown all the way to the pump bowl level.
If, as is likely with these wells, a small creeping drawdown continues to occur during the pumping test at one or all of the above reconsnended pumping rates, the approximate stabilization depth can still be approxi-mately determined (for this special case of limited 30 day pumping) by i
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DAEN-CWE-G' 14 May 1973
SUBJECT:
Comments on Alvin W. Vogtle Nuclear Plant, Savannah River, Georgia Power Company.
plotting drawdown against tbne and picking off drawdown depth just below the flatter portion of the curve.
(See three upper graphs in sketch).
e.
Other Recommendations. Prior to permanent construction of facilities it is recommended that at least two adjacent wells be pump tested simultaneously in order to (1) verify full drawdown amounts under interfering well conditions where each well is pumping at the design rate of 1000 gym and (2) verify that any ground settlements near structures from aquifer compaction will not be detrimental. It is also recommended that submersible pumps be installed in the permanent system for greater operational safety and reliability under emergency conditions.
These pumps and wells should be group tested every six months or so to insure reliability in tbme of needed use.
/W 1 Inci Ndl6fKN'i. DIXON Sketch Staff Geologist, Geology Branch Engineering Division Directorate of Civil Works 3
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