ML20126A271
| ML20126A271 | |
| Person / Time | |
|---|---|
| Site: | Vogtle  |
| Issue date: | 05/08/1974 |
| From: | Seiffert P NRC |
| To: | NRC |
| Shared Package | |
| ML20125E340 | List: |
| References | |
| FOIA-84-430 NUDOCS 8506130290 | |
| Download: ML20126A271 (1) | |
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3 May 8, 1974 NOTE TO: Site Safety Personnel Involved in the Vogtle Hearing RE: Witness Meeting There will be a meeting of witnesses and other site safety personnel who will be accompanying Harold Denton to the Vogtle hearing on Thursday, May 9, 1974. The meeting will be held on Thursday at 8:15 a.m. sharp in Marc Rowden's office, Room P 512A, on the fifth floor of the Phillips Building. The hearing is expected to'coninence at 9:30 a.m. in Room 1202 of the Landow Building in Bethesda. For the witness meeting we ask that the following personnel be present (others are welcome to attend): Witness to be offered by the staff - H. R. Denton Hydrology - L. G. Hulman Meteorology - R. Kornasewicz . Geology - T. Cardone Seismology - S. Coplan , LPM - L. Crocker EPM - R. C1 ark Attached is a copy of testimony by Ruble A. Thomas which the applicant proposes to offer. Please be prepared to discuss at the meeting, or
. earlier if important, any problems the applicant raises or potential conflicts with Harold Denton's testimony.
f$$ Perry Seiffert OGC x - 7501
Attachment:
Testimony by R. Thomas CC w/ enclosure T. Engelhardt J. Gallo J. Tourtellotte H. McGurren Witnesses listed above 8506130290 850219 PDR FOIA BELLB4-430 PDR !
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- Thomas W.-Reilly, Esquire Chairman
'Atemic Safety and Licensing Board U. S . Ato:1ic Energy Coi2tission Washington, D. .C. 20545 Re: ~ Georgia Powcr Ccmpany (Alvin W. Vogtle Euclear Plant, Unite 1, 2, 3 and 4) s Doch9t Mou. 50-424 tl. rough "0-t27
Dear Mr. Chaiiman:
By its notice of Supplemant&1 Hearing, dated May 2, 1974, the Atomic Safety and Licencing Board scheduled an additional evidentiary hearing sess.4on, to convene on May 9, 1974, for the purpcco of making a determination pursuant to 10 CFR 550,10(e) (2) (ii) . . Please find onclosed the "Testi:.ony of' Rubic A. Thotaas," which Applicant intends to introduce at the May 9
;hcaring session.
Respectfully submitted,
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Thoraas A. Baxter Enclosure - cc: Por Cortificato of Service g 6 6
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-May 7, 1974 UNITED STATES OF AMERICA ATOMIC ENERGY COMMISSION Before the Atomic Safety and Licensing Board -
>- In the Matter of ) -
}
GEORGIA POWER COMPANY ) Docket Nos. 50-424
) 50-425 (Alvin W. Vogtle Nuclear Plant,' ) 50-426 Units 1, 2, 3& 4) ) 50-427 TESTIMONY OF RUBLE A. THOMAS My name is Ruble A. Thomas. My business address is P.O. Box 2625 (800 Shades Creek Parkway), Birmingham, Alabama 35202. I am a Vice President of Southern Services, Inc. ~ k. Southern Services, Inc., along with Gcorgia Power Ccmpany, is o a wholly owned subsidiary of The Southern Company. Southern i .
Services, Inc. is the engineering and operating service company for Georgia Power Company and the other Southern Company affiliates. My statement of educational and professional quali-fications has been incorpor,ated previously into the record of this proceeding. By motion of April 30, 1974, Applicant requested the Atomic Safety and Licensing Board to reconvene the evidentiary hearing to consider additional evidence to enable the Board to make a determination pursuant to 10 CFR S50.10 (e) (2) (ii) . This testimony is submitted on behalf of Applicant to support a positive determination by the Board that, based upon the avail-3 F2 N Tra27 3 O
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able information and review to date, there is reasonable assur-ance that the proposed site is a suitable location for nuclear power reactors of the general size and type proposed from the standpoint of radiological health and safety considerations. Each of the generating units of the Vogtle Nuclear, Plant (VNP) incorporates a nuclear steam supply system consist-ing of a Westinghouse pressurized uater reactor with a four-loop reactor coolant system. Each unit is designed for an ultimate core power output of 3556 MWt. The circulating cooling water will be cooled by hyperbolic, natural draf t cooling towers, with makeup uater bcing supplied from the Savannah River. Applicant has assessed and determined the adequacy of the site for the VHP taking into censideration the site eval-
/ untion factors identified in 10 CFR Part 100 of the Commission's regulations. The site characteristics are favorable for the
. location of nuclear power reactors of the general size and type proposed. The discussion below includes a description of the major characteristics of the proposed site, including geography and demography, meteorology, hydrology, geology and seismology.
Geography and Demography The site for the proposed VNP is located in the eastern part of Burke County, Georgia, cn1 the west bank of the Savannah River about 15 air miles east-northcast of Waynesboro, Georgia, M 9
r- 1 and about 26 air miles south-southeast of Augusta, Georgia.
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Figure 1~ shows the, site location relative to the surrounding area. The site will consist of*3177 acres with the four-
- unit plant located approximately in the center as shown on ,
**/ The Applicant owns the entire cite and therefore
- Figure 2.
- has control of all activities in that area. There will be no
' one'living on the site. The exclusion distance for Units 1 through 4 will be about 3600 feet, 3850 feet, 4550 feet, and These are the distances from each
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4850_ feet respectively. unit's containment to the nearest bank of the Savannah River. The area _ surrounding the site is predominantly rural i and thereforo_ coarsely populated. The estimated population
, . figures indicate that in 1977 there will be about 5 residents within one mile, about 350 residents within 5 miles, about
. 4400' residents within 10 miles, and about 573,000 residents within.50 miles of the proposed plant. Population projections
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indicate that the population within a 60-mile radius will not vary greatly over the life of the plant. There are no known sig'nificant seasonal variations in population in the site vicinity. The low popblation zone, as defined in 10 CFR Part 100, for-the site is that area falling within a 2-mile radius of the
*/ Fig. 2.1-1 from PSAR.
* */ Fig. 1.2-2, Shoot 1, from PSAR.
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plant. This area is expected to remain very sparsely populated , during the life of the plant. The nearest population center, as defined in 10 CFR Part 100, is Augusta, Georgia, which had a 1970 population of approximately 60,000. Nearby Industrial, Transoortation and Military Facilities The nearcst industry is the AEC's Savannah River located across the river from the VUP site on a 312 square mile reser-vation. The facilities at.this plant include a heavy water pro-duction plant, production reactors, and fuel preparation and separation facilities. The nearest of these is the heavy water production plant which is four miles from the VNP. The conse-quences of postulated accidents at the Savannah River Plant have been evaluated and provisions will be made in the design of the VNP to insure that the capability to safely operate and/or shut-down the VNP will not be impaired. , The Barnwell Nuclear Fuel Plant (a n';: lear fuel reproces-sing plant) is under construction by Allied Nuclear Services at a location contiguous to the eastern boundary of the Savannah River Plqnt reservation. This plant is approximately 20 miles away and the consequences of postulated ~ accidents there are acccptable at the VUP site. . The nearest airport with scheduled passenger service is Eush Field near Augusta, Geo'rgia approximately 17 air miles
- to the north-northwest. There are other small airfields in the general area which.do not have commercial airline service, the a
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nearest being.the Burke County airport located'approximately 16 There are no landing patterns air miles to the west-southwest.
' nor low level military flight paths near the VNP site.
A,9-foot navigation chennel is maintained in the
' Savannah River by_the Corps of Engineers. There is some commer-
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cial river traffic ~past the sito composed primarily of tug-Georgia. drawn barges traveling between Savannah and Augusta, None of the cargo currently shipped is hazardous or explosive.
; 'In any event, the river is located over 3,000 feet from the nearest safety _related plant structure'and the plant area is shielded by high bluffs at the river's edge such that the consc-d quences of postulated accidents on the river would not excee conditions for which the VNP will be designed, e 1. .
The noarest highway with truck traffic is Georgia E .
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The ! Route 23 about 5 air miles south-southwest of the site. nearest railroad passes about 12 air miles west of the site. l . i located The nearest military f acility is Fort Gordon ~ (U. S. Army) about 29 miles northwest of the site. 1 Meteorology h - The general climate in the region of the VNP. site is ' l . i characteristic of the' continental climates in the Southern region of the United States, consisting-of mild short winters, long, i ) i periods of mild sunny weather in the autumn, somewhat more windy i but mild weather in spring, and long hot summers. t 1 '
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Evaluation of site meteorological conditions were initially based on a minimum of five years of record from the Augusta Airport and two years of data from a Savannah River Plant program. The on-sito meteorolo'gical program began in April, 1972 with the first year of valid data being obtained
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between December, 1972 and December, 1973. These data show that the diffusion characteristics associated with a Pasquill F stability condition and a 1 meter per second wind speed are the , appropriate for evaluation of the radiological effects at site boundary of postulated accidents. Diffusion factors at I the low population. cone of 2 miles have also been deternined. i These data indicate site suitability when evaluated in accord-
; ance with the AEC's site evaluation criteria in 10 CFR Part 100.
t Surface Unter Hydrology The predominant hydrological feature in the site area e is the Savannah River which has an average flow of approximately
-10,000 cfs with a corresponding stage at the site of 84 feet MSL.
The maximum flood of record, 360,000 cfs, occurred in 1796.and A reached an estimated stage at the. site of 116 feet FEL. similar flood, 350,000 cfs, occurred in 1929. These floods occurred prior to the construction of several upstream dams which now regulate the flood flows in the Savannah River basin. To establish maximum postulated flood elevations at the site, two conditions were considered: (1) the probable O
maxidum flood with wind-generated waves; and (2) failure of up-stream dams during'the standard project flood together with wind-generated waves. Analysis of these conditions indicate river levels at the site of 162 and 168 feet MSL, respecti-vely. These
? elevations are considerably less than the plant grade of 220 feet MSL where all safety-related structures, systems and components
,. will bc located.
The occurrence of severe localized precipitation has been recognized and a probable ma::imum precipitation established which is included in the design criteria for protection of the 3 safety-related plant facilities. j Mechanical draft cooling towers will be used for the
, cooling of safety-related systems. These tcwers will be located h, at plant grade and will not be dependent on the river for,
[ emergency operatioh. Ground Water liydrology . The site area is immediately underlain by sands and cisys of Eocene age and younger formations. At a depth of less than 100 feet is an impermeable marl which restricts vertical
' movement of ground water and separates the shallow sands from the underlying confined Tuscaloosa aquifer system. Because of f
this barrier, downward percolating water that reaches the water
- table begins to move laterally. Stream channels bounding the site arca intercept and carry this laterally moving ground water to the Savannah River, thus precluding the adverse affect on the
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off-site ground water regime in the event of an accidental spill. I
Geology The topography of the site consists of gently rolling hills carved from a terrace ranging in elevation from approxi- . mately 300 feet MSL to the lowest point approximately 80 feet MSL at the edge of the Savannah River. Shallow' solution basins are present where leaching of disbursed calcarcous sands and shells have resulted in local near-surface subsidence. At the site, the upper 80 to 110 feet consists of red to yellow sands and clays whose preliminary identification is oligocene undifferentiated. The lower portion of the yellow sands is generally calcarcous, locally becoming a coquina, which
' leached out to form shallow near-sur. face depressions. A hard f impervious clayey marl, approximately 70 feet thick underlics
- the calcareous sands and shells. Beneath this bearing horizon are increasingly dense sands composed of deposits of the Cretaceous Age. Based upon extensive geological studies and field exploratory drilling, it is concluded that this claycy marl is adequate foundation material for- a nuclear power plant.
Because of the potential for liquefaction of the upper sand stratum under extreme seismic conditions, this upper sand stratum material, including the shall zone and approximately the tcp five feet of the clay bearing stratum, will be removed in the vicinity of the Category I structures and replaced with select sand backfill or lean c'oncrete backfill up to the design cicva-tion of the various Category I structure. foundations. The l
e .' 9 backfill will be compacted and will assure adequate foundation
. conditions for the plant structures.
There are no indications of surface, active, or post-Cretaceous faulting at or near the site, nor is there any
." record of nearby sci'smic epicenters. Solution features observed on the site are clearly related to materials overlying the
- l bearing stratum and therefore do not constitute a safety hazard
.for the proposed plant.
Seismoloey .
. The region of the United States in which the site lies is one of considerable carthquake activity, but of low to moderate intensity. The exception to this was the 1886 Charleston, South Carolina, earthqucke whose epicenter was 104 miles fren.
[ the site. Reports from nearby towns indicate this strongest historic shock within the region probably would have had an intensity at the site of VI and no greater than low'VII on the The XII (C1) Modified Mercalli Intensity Scale of 1931 (21) . New Madrid, Missouri, earthquakes of 1811-1012, whose epicenters were approximately 500 miles to the west, would have had an g intensity of no greater than VI (:ct) at the site. The Seismic Risk Map,of the United States (Algermissen, ,
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1969), shows the site in Zone 2, described as " Moderate damage corresponds to intensity VII on the Modified Mercalli Intensity Scale of 1931." No earthquake epicenters have been recorded i
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within 50 miles of the site and none with an intensity' greater than VI within a 100-mile radius. Ev41uation of the site indi-L cates that the largest shock intensities feit will be from great, distant earthquakes. Earthquake frequency data for the period in which , records have been kept indicate that in the last 300 years the (<. ' on'ly shocks of intensity V or greater felt at the site were those of the 1886 Charleston earthquake'and the 1811-1812 New Madrid earthquake. An intensity VII-VIII will be concidered for the safo j shutdown earthquake (SSE); this corresponds to 0.20g on the Hershberger intensity-acceleration curve. A conservative value of 0.12g will be used for the operating basis carthquako (ODE) . The site is therefore acceptable from the standpoint 6f seismic considerations. . e 4 e
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* , N1TED STATES OF AliERICA ATOMIC ENERGY COMMISSION Before the Atomic Safety and Licensing Board 4
In the Matter of )
.. . )
, GEORGIA POWER COMPANY ) Docket Nos. 50-424
) 50-42-5 .
'(Alvin W. Vogtle Nuclear Plant, ) 50-426 Units 1, 2, 3 & 4) ) 50-427 CERTIFICATE OF SERVICE I horeby certify that copics of "Testin.cny of Ruble A. Thomas," dated May 7, 1974, ucro served upon the persons on the attached Service List by depo:it in the United states mail, postago prepaid, this 7th day of May,.1974.
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f /t c-, . n.., _r'f AWc.-u a l. b . Thomas A. Daxter 9 Dated: tiay 7, 1974 6 J t
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v. UNITED STATES OF A!4 ERICA ATO!IC ENERGY COICIISSICli In thc' Hatter of
)
)
)
GEORGIA POWER CO:4PANY ) Docket Nos. 50-424
) .50-425 1 .
- (Alvin W. Vogtle Nuclear Plant, ) 50-425 Units 1, 2, 3& 4) ) 50-427 SERVICE LIST
-Thomas W. Reilly, Eug, Atomic Safety and Licensing Board Pc,uel
-Chairnan Ato'aic Sofoty and Licensing. U. S. Atomic Energy Com:nincien Washirm. ten , D. C. 20545
, Board Pano)
U. S. Atomic 1:ncegy Co:rainsion
. Washington, n. C. 20545 Atomic Safety and Licensine.;
Appen] Ucard . 14r. Clenn O. Uright U. S. Ato:nic Energy Cc::.a3r.* inn Ato:aic Safety and Licenning Wa shin.; f.cu , D . C. 2054S
\ Duard Panel e U. S. Atomic Encrgy Cor.uaiccion Mr. Frank W. Rarns Washington, D. C. 20545 - Chief, Public Proceeding . Etaff Office of the Secretary cf Dr. Robert L. !!olton the Commission School of Oceanography U. S. Ato aic Energy Cor minsion Oregon State Univoruity - Washing ton, D. C. 20545 -
Corvallic, Orcijon 97331 John F. Wolf, Esq. Wolf, Sheehan & Wolf 1015 10th Stract, N. W. Washington, D. C. 20005 Mr. Ralph S. Deckcr Route 1, Box 190D Cambridge, Maryland 21613 Jonoph Callo, Esq. (G) .
; c ., Perry D. Sciffort, Esq.
Offico of General Councci Offico of Regulation U. S. Atomic Encrgy Cor.mtission Wanhington', D.,C. 20545
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50-426 United States Department of the Interior 50-427 GEOLOGICAL SURVEY ' Denver Federal Center Denver, Colorado 80225
, ,m , ,,, o October 30, 1973
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Mr. William P. Gamill, Chief - g Site Analysis Branch Directorate of Licensing k UMb ]- ' [Q8%ury Office of Regulation g % ,, ' U.S. Atomic Energy Comission ' Washington, D.C. 20545 4, '
Dear Mr. Gammill:
A revision of page 2 of the Geological Survey's preliminary draf t review of the Preliminary Safety Analysis Report submitted by the k Georgia Power Company for the Vogtle site in Georgia is attached. A copy of the review was transmitted to you by E. H. Baltz, Jr. , Deputy Chief, Engineering Geology, on October 5. 1973. The eaanges have to do with the incorrect identification of boundaries beina , discussed for the Triassic basin underlying the Coastal Plain de-
- posits of the site.
Sincerely yours,
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. F. N. Houser, Chief S fg d 2 Reactor Site Investigations Attachment "
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e As plotted on figure 2.5-4A, the location is in line with the north-west boundary of the inferred Triassic basin, which, in view of the pre-cision of the available magnetic data, could well project to the south-The trend of this boundary west beneath the location given for the site. J appears to be parallel and to lie generally below the axis or. slope of the northwestward dipping monoclinal flexure illustrated in figure 2.5-10. Marine and Siple (1971) state that in a test hole located about 9 miles north-east of the VNP site, about 1,590 feet of Triassic f anglomerate was pene-trated before entering crystalline basesent. A group'of seven test holes located about 2 miles north of the .above hole all penetrated crystalline The northwest boundary of the rock below the Coastal Plain sediments. Triassic basin appears, therefore, to be abrupt with over 1,500 feet of relief--much of which could be structural--expressed on top of the crystalline basement. When the location provided in figure 2.5-3 is used, the site is approximately over the inferred southeastern Triassic basin boundary. The applicant should provide a site vicinity map that accurately portrays the site location and the underlying structural features and revise the discussion of the relationship of the site to the underlying Triassic basin structure as required. Reference cited' Marine, I. W. , .and Siple, G. E. ,1971, Buried Triassic basin in the central Savannah River area, South Carolina and Georgia,,[ abs,3: Geol. Soc. America, Southeastern section, Abstracts with Programs;
- v. 3, no. 5, p. 289-363.
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UNITED STATES h .'
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DEPARTMENT OF THE INTERIOR 'a7
# FEB26s74 j @
f GEOLOGICAL SURVEY ,,
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s wAsmucaca.r c wa 43 5 77 ' Reston, Virginia 22092 gj; '/ February 21, 197h $. - \ e Mr. William P. Gamill Chief, Site Safety Branch Directorate of Licensing --- Office of Regulation i U.S. Atomic Energy Comission l Washington, D.C. 20545 I
Dear Mr. Ga= mill:
Enclosed for your infomation is a draft review of geologic aspects of the Vo6tle Nuclear Power Plant, Georgia, as presented in the Preliminary Safety Analysis Report and acendments (AEC Docket Nos. 50 k24 to 50 427). The draft was prepared by Mr. R. H. Morris. Our final report on this plant vill be transmitted to you when the seismologic review is completed. Sincerely yours, er H. Baltz Deputy Chief for Engineering Geology Office of Environmental Geology Enclosure s A '7 3'fi I ,, ' . N,. hauta .\ N ITUtg T/i Q FEB 2G 1974 %\
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4 Draft Review , Vogtle, Georgia R. H. Morris February 8, 1974
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, j.Y'bhM.. x-Georgia Power Company g D' -- 9 ,
L..iirn ' @. Vogtle Nuclear Power Plant d, Burke County, Georgia " " ' E' ' AEC Docket Nos. 50-424 to -427 fi .
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Geology U-/ ' W lu D/I.l..~.\ The geologic information in the Preliminary Safety Analysis Report -(PSAR) and Amendments 1, 2, 3, 5, 7, 13, and 15 for the Vogtle Nuclear Power Plant, Burke County, Georgia, has been reviewed and compared with available literature in order to evaluate the adequacy of the. seismic design criteria of the proposed facility. Engineering geology and foundation conditions were not evaluated l except in terms of regional geologic factors. A field examination i of the site was made April 24 and 25, 1973. The Vogtle Nuclear Power Plant is to be located within the
, Atlantic Coastal Plain province about 25 miles southeast of Augusta, Ga., and on an upland surface about 100 feet above and adjacent to the Savannah River. At the plant site Coastal Plain sediments range in thickness from 800 to 1,000 feet, consist predominantly of sandstone, shalo, limestone, claystone, and mari, and range in age from Upper Cretaceous to Holocene. Beneath the Coastal Plain strata are the various crystalline rocks typical of the Piedmont 25 miles to the west and an apparently downfaulted block of Triassic red beds.
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' Zones of relatively easily soluble limestone in strata near the surface and extending down to about 100 feet of depth have produced numerous sinks throughout the site area. These strata vill be removed down to an underlying clay marl bed and replaced where needed with engineered fill. Plant facilities will be founded either directly on the clay marl-bearing strata or on engineered fill, and thus any potential problem of collapse of solution cavities or sinks will be circumvented.
The applicant has demonstrated that the Coastal Plain strata beneath the site are not faulted (figs. 2.5-6, -7, -8, -9, -10, and
-llA) and that there does not appear to be any structural relation-
. ship of the minor flexure of the clay marl-bearing strata (fig. 2.5-10) with the northeast-trending probable fault that bounds the inferred Triassic basin sediments (Siple,1967; Marine and Siple,1970; and Petty and others, 1965) some 800 feet beneath the site (fig. 2.5-4A, Amend. 15). Any faulting associated with these Triassic basins does not appear to have been tectonically active since pre-Upper Cretaceous time.
There are no other identifiable faults or other young geologic l structures in the area that might be expected to localize seismicity in the immediate vicinity of the site. However, because the structural features in the basement rocks underlying the Coastal Plain are so poorly known, epicenters of earthquakes that have occurred in the region commonly cannot be related directly to appropriate geologic features. 2 1 1
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o o. References
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Marine, I. W., and Siple, G. E., 1971, Buried Triassic basin in , the central Savannah River area, South Carolina and Georgia: Geol. Soc. America Abs with Programs; v. 3, no. 5, p. 289-363. Petty, A. J., Petrafeso, F. A., and V. core, F. C., Jr., 1970, Aeromagnetic map of the Savannah River Plant area, South Carolina and Georgia: U.S. Geol. Survey Geophys. Inv. Map GP-489. Siple, G. E.,1967, Geology and ground water of the Savannah River Plant and vicinity, South Carolina: U.S. Geol. Survey Water-Supply Paper 1841, p. 22. O 3
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14 May 1973 DAEN-CWE-G
SUBJECT:
Conuments on Alvin W. Vogtle Nuclear Plant, Savannah River, Georgia Power Company, , ,
- 3. Catenory I. Water Wells to Supply Coolina Water Durina 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 minunum 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 minute yield for the 30 day period,
- b. Test Well Results and Analysis Performed. The test well was drilled and tested for 48.5 hours at 1200 spa, then an additional four hours at 1800 gym. At neither of the above discharge rates were stabil-ised drawdown conditions achieved. All analyses from the test results '
Total well depth is we g h g f g esed on nonequilibrium conditions.
- d. Recosasended Additional Well Test Procedures. The client's tests and analyses appears to have demonstrated that a potentially ample supply of emergency water of 1000 spa 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 veli systems. Therefore, as a check on both adequate pump setting and adequate sustained yields we recommend that a well paping test also be performed ; under stabilised or equilibrium drawdown conditions in order to verify the client's nonequilibrium testing procedure and analyses, upon which l seek important well design decisions were entirely based. ;
- d. Description of Recoassended Ieutlibrium 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 paping rate as for example, 300 spa 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 stabilised drawdown conditions. (See sketch). The three stabilised 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 cafe and con-servative depth then can be selected (by interpretation or extrapolation) for a pump bowl setting which can deliver 1000 gym yet be safe from
" pumping 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 recomended pumping rates, the approximate stabilisation depth can still be approxi-mately determined (for this special case of limited 30 day pumping) by
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DAEN.-CWE-G 14 May 1973
SUBJECT:
Consnents on Alvin W. Vogtle Nuclear Plant, Savannah River, Georgia Power Company. . . , plotting drawdown against time and picking off drawdown depth just below the flatter portion of the curve. (See three upper graphs in sketch). ,
- e. Other Reconsnandations. Prior to permanent construction of facilities it is recoussended 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 ptanping at the design rate of 1000 spa and (2) verify that any ground settlements near structures from aquifer compaction will not be detrimental. It is also recoussended 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 time of needed use. I 1 Inci N A. DIXON Sketch Staff Geologist, Geology Branch Engineering Division - - Directorate of Civil Works - i k i 4 l 3 u___._.______________.
L_ w v i. l uisi vivi 4vis i , < v t; - _ci ihrke _ $1&_ _Lv1/ i
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l h7 300 GFVi 600 GPM V
\ 1200 GPM
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- ALVIN W. V0GTLE NUCLEAR PLAN BRIEF.
SUMMARY
OF Soll CON ITIONS AND FOUNDATION EVALUATION UNITS 1 to 4
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d i ;* , ALVIN W. V0GTLE NUCLEAR PLANT S0IL CON 0lTIONS
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The locations of borings in the main power block areas are shown on. Figures 1 and 2.. There are three major strata of importance in the soll mechanics design in the main plant area:
- 1. The upper sand stratum extends f rom the ground surf ace (approx-imately El. 210 to 225) to approximately El.135 The soils range from clean sands to silty sands with clay seams. At the bottom of this strata is a shell layer which ranges from a few inches to 27 feet thick in the main
, pcwe,r block areas.
- 2. The clay bearing stratum extends from about El. 135 to about El. 70. This soll is a hard to very hard, slightly sandy, cemented, calcareous clay marl and is' the uppermost stratum capable of supporting heavy
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s t ru[ctural loads. 3 Below about. El. 70 is tne lower sand stratum which censists of dense to very dense, coarse to fine sands and silty sands.
. There are two aquifer systems, one in the upper sand stratum and the
, other in the lower sand stratum. The clay bearing. stratum is an aquielude between the two. The confined aquifer in the lower sand stratum is not in enwlre kr44 o'n /Aej hydraulic contact with the Category I structures. Thejupper sand stratum, which is expected to rise as high as El.165 during the winter or spring
- months, will be controlled in excavations penetrating it during construction.
The results of field geophysical measurements are tabulated in Figure J. These show ccmpression wave and shear wave velocities. 1 O e
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. FOUNDATION EVALUATION Our analyses indicated that liquefaction of the upper sand stratum material below the ground water level is a distinct possibility when subjected to,a seismic event equivalent to a maximum ground surface acceleration of 0.2g in a safe shutdown earthquake (SSE). Figure 4 shows the results of this eval-uation.
The upper sand stratum material including the shell zone and approx-Imately the top five feet of the clay bearing stratum will be removed to El. 130 in the vicinity of the Category I structures. Select sand backfill or . lean concrete backfill will be placed from the bottom of the excavation to the de-sign elevation of the various Category I structures as shown on Figure 5 All select send backfill adjacent to and beneath Category I structures will be compacted to 97 percent of the maximum density determined by ASTM test desig-nation D-1557 to preclude the possibility of the fill being subject to lique-faction. The magnitude of tolerable settlement governs the choice of allow-able bearing pressure. The net settlements were computed under the center , and edges of each structure in the main power block area and are shown for Units I and 2 on Figure 6. The maximum dif ferential settlement between edges of structures is 0.3 inch. In all other cases the differential settlement is less than this. A summary of the soll parameters used for design is given on Fig-ure17
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15 40+ 193 168 2,~500 1,000 40+ 50 168- 158 4,600 1,000 50 80- 158 128+ 5,000 1,300 80- 90 128+ 118 6,650 1,650 90 290 118 -82 6,800 1,800 Alvin W. Vogtle fluclear Plant Job 9510-001 1 u
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ENGINEERING PROPERTIES FOR DESIGN _ Upper Clay Lower
, Sand Bearing Sand Static Properties Stratum. Stratum Stratum In Situ Dry Den.sity (pcf) 94 88 94 In Situ Moisture Content (%) 25 35 24
- Degree of 'S aturation (5) 88 100 -
ASTM D 1557 Maximum Dry Density (pcf) 115.2 - - Optimum Moisture Content (1) 12.4 - - Unconsolidated Undrained Shear Strength c (psf) 2300 10,000 - d (deg.) 6 0 - - consolidated Undrained Shear Strength c (psf) 1000 - - d (deg.) 18 - - m Consolidated Drained Shear Strength c (psf) 0 - - d (deg.) 34 - - Standa'rd Split Spoon Driving Resistance (blows per foot) 30 100+ 100* Porosity .
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Poisson's Ratio 0.4 0.5 - ' 3 Perocabili ty (icet per year) Upper Sand Stratum 350 - - 00 Specific Gravity 2.70 2.72 - N Modulus of Elasticity (kips ger square foot) - 4000 - Coef ficient of Consolidation (vari abi c) Refer to Consolidation Test Data
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