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Final Rept:Shallow,High-Resolution Seismic Profiling of Five Georgia River Localities. Viewgraphs of 820914 Presentation on Postulated Millet Fault Encl
	ML20125E444
Person / Time
Site:	Vogtle
Issue date:	07/31/1976
From:	Henry V; GEORGIA, UNIV. OF, ATHENS, GA
To:	;
Shared Package
ML20125E340	List: ML20125E338; ML20125E428; ML20125E444; ML20126A271; ML20126A310;
References
	FOIA-84-430 NUDOCS 8506130119
	Download: ML20125E444 (55)
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.. . .'.5, RECEIVED AUG W32 Gart FINAL REPORT: SHALLOW, HIGH-RESOLUTION SEISMIC PROFILING OF FIVE. GEORGIA RIVER LOCALITIES

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The Earth and Water Division of the Georgia Department of Natural Resources from p

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The University of Georgia Marine Institute 23""

and Skidaway' Institute of Oceanography .

Vernon J. Henry, Principal Investigator 31 July 1976 8506130119 850219 PDR FOIA BELL 84-430 PDR ,

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. s SHALLOW, HIGH-RESOLUTION SEISMIC PROFILING OF FIVE GEORGIA RIVER LOCALITIES

,. . INTRODUCT' ION Stratigraphic profiling using high-resolution seismic methods was carried out along five locations on four Georgia rivers--the Chattahoochee, the Flint, the Ocmulgee and the Savannah.

The field work was accomplished during April, and June 1976.

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The equipment consisted of a'n..EG&G UNIB00M system operated from an

._ y outboard motor boat. A total of 72.2 line miles of seismic record

. were obtained. Interpretations and correlations are preliminary and based on stratigraphic information provided by the Earth and Water Division of the ' Georgia Department of Natural Resources. The work was carried out through a contract to the University of Georgia Marine Institute by the Earth and Water Division.

DISCUSSION OF RESULTS Location 1: Chattahoochee River from boat ramp south of George W.

Andrews lock and dam to U.S. Highway 84 bridge.

Date: 26 April 1976 River Miles Run: 12.1 Comnents: Penetration along most of the survey route was approximately

, 100 ft. That portion of the record from the Great Northern Paper Co.

to the U.S. Highway 84 bridge showed poor signatures apparently due to process sludge on the bottom. This mill effluent effected the water column and/or obscured the underlying strata. Generally the records show a series .of gently dipping strata with.several lenses and facies l changes within the Middle Eocene Lisbon Formation. The relatively large

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f apparent syncline / anticline structures between reference points g and 24 are produced by the profile rounding two large curves up and down dip and across strike. The so-called Gordon Anticline is probably located just down river from this survey. No faults or other geologic struc-tures were observed along the river.

, ,, Except for the portion of the river downstream from the Great Northern Paper Mill the river and stratigraphic conditions are satis-factory for sub-bottom profiling. ,

location 2: Flint River from Reeves Landing to Camp Creek.

Date: 12 May 1976 River Miles Run: 9.1 Co.snents: This portion of the river was narrow, contained fallen trees, 1

submerged stumps and many very shallow areas. Due to the velocity of the river it was necessary to profile upstree to maintain control of the boat, thus causing considerable noise on the records. The quality

- of the record was generally good, however. Also, the boat had to be slowed to pass trees, stumps, etc. , which caused some of the record to be obscured. Several strong reflectors were recorded which apparently continue north and south of the survey area. The top of the Cretaceous is well defined along the survey route. At Reeves Bluff the contact between the Cretaceous and the Paleccene Clayton Formation is approxi-mately 145 feet below the river level. This contact rises gradually until reference point 30 where the gradient steepens markedly. The Cretaceous appears to outcrop in the river bottom between reference points 32 and 33. An unidentified deeper reflector was recorded inter-mittently that generally paralleled the Cretaceous / Paleocene contact.

The top of this' reflector ranged from approxicately 200 feet to 150 and r o

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less near the Andersonville Fault.

The relatively large Andersonville Fault was recorded between reference points 34'and 35. Measurement of displacement, throw, etc. ,

were not possible due to the lack of stratigraphic control. Several smaller faults occur on the downthrown side of the Andersonville Fault between reference points 35 and 37. Small faults with minor displace-ment also have been tentatively identified near Reeves Landing (refer-ence point 1).

Location 3: Ocmulgee River from 1 mile south of Big Indian Creek to State Highway 96 bridge.

Date: 14 May 1976 River Miles Run: 18.7 Coments: The Ocmulgee River in the study area is shallow and narrow and contains fallen trees and submerged stumps. Much of it could not hav'e been surveyed had the water level not been higher than normal.

Du'e to current velocity it was necessary to profile upstream in order to maintain control of the boat. At the beginning of the profile the hydrophones were caught on a stump and broken; however, they were not

, _ damaged beyond field repair capabilities. Several times the catamaran f

carrying the transducer was caught by stumps and limbs, and by the end 1

of the run was distorted in shape so much that it had to be disassembled '

and realigned. The record is of poor quality from both boat and river i

noise as well as ringing of the signal against the bottom. Depth of penetration ranges from about 5 to 50 feet, averaging about 30 feet.

Several scattered reflectors are present that probably represent lime-stone and/or chert lenses. No structures were discerned; however, S f,-,uu... ->

hydraulic conditions Mthe river may have masked any structure that may have been present.

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4 Location 4: Flint River south of Radium Springs.

Date: 15 May 1976 River Miles Run: 4.0 Coments: This portion of the Flint River is capable of being profiled only when the river level is higher than normal, as much of the channel is filled with large chert boulders. In order to maintain control of the boat in the very strong current it was necessary to profile upstream, adding boat noise as well as river noise to the record. The record is fair to good to within about 50 feet of penetration. Some strong ring-ing of the signal against the bottom occurred although the upper 50 feet along much of the survey route showed generally horizontal, thinly bed-ded strata, probably limestone and chert layers. The large sinkhole at reference point kwas profiled but no subsurface data was obtained probably due to the water noise associated with this feature. Unfortu-nately, the part of the Flint surveyed is navigable only during fairly high water during which the river time conditions are very poor acous-tically and are dangerous to men and equipment. After this survey it was necessary to realign the catamaran and replace the diaphram on the

, transducer after it was ripped on a chert boulder.

Location 5: Savannah River from the top of Shirley Quadrangle to the Clyo Bridge.

Date: 22 June 1976 River Miles Ru.: 28.3 -

~

Corments: The water level was high and current velocity rather strong.

M Penetration is generally good, though we good reflector %w.&4. e as at epths j

much greater than 100 feet. The record is noisy due to both river and boai; noise. Strata dips gently downriver. Th'e deepest reflector is the

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top of the Eocene (?), detected at the beginning of the profile at about 60 feet and followed to half way between reference points 17 and 18 and at,a de.pth of 130 feet. The top of the Oligocene was detected at ref-

\

erence point 9 at a depth of about 3s feet and followed to [ bridge at a depth of 80 feet. The top of the Miocene was detected at reference point 18 at about 80 feet and followed to Clyo bridge at a depth of about 88 feet. No structures were noted. The Savannah River is navi-gable, so further seismic work could be easily carried out, preferably at normal to low river level.,

4

, ATTACHMENTS Seismic Records: One (1) original and one (1) copy of the profiles obtained at the five localities described above. 'Geologic features are identified and explanatory notes are given on the copies only.

Location Maps: The location of each of the seismic records together with k

reference points along each transect is given on nine (9) topo-graphic maps attached as part of the report.

4 Submitted by:

b'%

Vernon J. Henry

~

V f/

Professor of Geology University of Georgia 31 July 1976 e

x.;

"1 .

PRESENTATION OF RESULTS ON STUDIES OF THE POSTULATED MILLETT FAULT Vogtle Electric Generating Plant September 14,1982 Bethesda, Maryland Introduction Ruble Thomas Overview C. McClure Acquisition of Existing Data M. Wolff and Summary of Studies Field Exploration T. Crosby Geophysical Studies D. Michniuk/K. Blom Ground Water Evaluation C. Farrell Ground Water Modeling G. Segol Surface Water Hydrology J. Cassidy Seismicity J. Litehiser Conclusions C. McClure

- ^ ':: , . .1, : -

PEAK FIRM FOUNDATION ACCELERATION AT THE VOGTLE SITE FROM AN EARTHQUAKE ON POSTULATED MILLETT FAULT Fault length - about 47 miles (75 kilometers) by Figure 2 of Faye and Prowell (1982) i implied magnitude - about M,7.5 (mb 6.5) using either M, = 5.19 + 1.23 log L (km) after Wentwork and Mergner-Keefer (1981, reverse faults only) or Ms = 1.606 + 1,82 log L (meters) after Slemmons (1977, worldwide faults of all kinds)

Closest approach of Millett " fault" to Vogtle - about 7 miles (11 km) by Figure 2 of Faye and Prowell (1982)

Derived site peak acceleration - 0.38 - 1.08g by methods outlined below:

1) 0.5g Schnabel and Seed (1973)

2) 0.38 - 0.83g (Campbell,1981)

3) 1.08g (Nuttli, .1979)

i kJ. ~

f. .g .jjf ,~' .. - ' . ,

. ~ ifL. -o

- . .. ,i. . ,.

PEAK FIRM FOUNDATION ACCELERATION AT THE VOGTLE SITE -

~

FROM AN EARTHQUAKE ON POSTULAT'ED STATESBORO FAULT l

Fault length - about the same as the Millett " fault" by Figure 2 of Fays and Prowell (1982)

J Implied magnitude - about M, 7.5 from either Wentworth and Mergner Keefer (1981) l or Slemmons (1977) 1 Closest approach of Statesboro " fault" to Vogtle - about 32 miles (51 km) by Figure 2 of Faye and Prowell (1982)

Derived sits peak acceleration - 0.13 - 0.29g by methods below:

1) 0.2g (Schnabel and Seed,1973) .

2). 0.13 - 0.29g (Campbell,1981) f

3) 0.25g (Nuttli,1979) i

. -a

/ Cf{Ls T ,;c i ,

(o 1

' f [) ..'

FEATURES INDICATIVE OF FAULTING ACCORDING TO FAYE AND PROWELL",1982 i

GEOLOGIC i - Idenfication of Triassic age rocks in cuttings from AL66.

l - Generally coincident with inferred basement fault as interpreted from aeromagnetic survey.

,) -

Interpretation of downhole geophysical logs I

i

! HYDROGEOLOGIC j - " Unique" configuration of Aj aquifer potentiometric surface. ,

i

- Abrupt changes in potentiometric head across trace of suggested l

i fault.

! - Marked reduction in transmissivity of Aj aquifer downdip of i suggested fault.

- "Anomalously" high aquifer discharge to Savannah River.

4

)

i ,

l e 1

i i SCOPE OF STUDIES .

OF POSTULATED MILLETT FAULT i

l t

i

1. Assembling and evaluating existing data. -

2. Generating new data designed to address presence / absence of faulting.

j 3. Addressing specific issues raised in USGS Report.

I i

1 5

i; -

I I

j i

i i

.I i

I

1 GROUP 1: Assembling and evaluating existing data.

l e Literature search i

1 e Thesis search

l i

j e Search of federal, state, and county files i

I

e Review existing geophysical data

)

e Discussions with knowledgeable geologists in the ares e Remote sensing studies 4

l 1

1 1

l 4

{

1

4 1,

i -

1 I

! GROUP 2: Generating new original data to address presence / absence of i faulting. -

)

i 1

j e Geologic mapping 1

i e Core drilling / logging

)

, o Petrographic / clay / heavy mineral analyses of core semples 4

{ e Geophysical loggmg of core holes.

! e Installation of observation wells 1

1 e Seistnic reflection surveys 1

I i

1 i

t . . .

l 1

l

p e

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e Ground w* tar etwlia.

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WATER WELL SURVEY y,56) psdJ - s e <s Area Canvassed by Georgia Power Company -

S O 'S 3 ? ,

i cen ywLd5G s/i

', Priority 1 -

All Wells -

2,100 sq. mi. - 620 wells ;

Priority II Selected Wells -

2,300 sq. mi. - 93 wells Listed Wells - 173 wells 4,400 sq. mi 886 wells Data Collected ,

4 q 605 Wells screened in unconfined upper aquifer or aquifer not known X[ 69 Wells screened in A 2 Aquifer

[2 27 Wells screened in A 3 Aquifer

]

185 Wells deleted because of lack of reliable data 886 Total Wells Surveyed

HYDROLOGIC DATA EVALUATION 2

1. WELL INVENTORY SHEETS RECEIVED FROM FIELD. (MEASUREMENTS MADE BY GEORGIA POWER PERSONNEL.)

DATA ANALYZED.

2. '

l CATEGORIZED BY' UPPER OR LOWER AQUlFER.

CHECKED RELIABILITY OF DATA.

i

3. WELLS PLOTTED ON MAPS. _

WELLS PLOTTED ACCORDING TO AQUlFER, AND RESPECTIVE GROUND WATER ELEVATIONS RECORDED.

, 4. DATA PREPARED FOR CONTOURING.

j -

COMPUTERIZED CONTOUR MAPS OF WATER LEVEL ELEVATIONS. 'I:

.( BOTH AQUlFERS.)

COMPUTER CONTOURS PLACED ON BASE MAPS.

].

i j

5. DATA COMPILED FOR INPUT TO FINITE ELEMENT MODEL. (LOWER 9 AQUlFER.) ,

COMPILED WATER LEVEL DATA.OF LOWER AQUlFER. .

PREPARED GEOLOGIC MAP TO DELINEATE RECHARGE & DISCHARGE 1l AREAS IN VICINITY OF THE SAVANNAH RIVER & ADJACENT STREAMS.

]

- DEVELOPED ISOPACH OF LOWER AQUlFER. ~5 i,

s, .,

GRCWJNE: VrMD.M4W ANALY:s3

. . OBJECTIV6S

i. C '.a Presen'ar;on

!!. O ta Arl iy;is

c &a *'. . .., , -u o 1.: SCS r :s

':1. Ter.of Hypothesas '

o PostatatM Millett Fault a- o Le Grand Hypede:s -

4

1.

DATA PRESENTATION '

1.

. Plots of Survey Points and Water Level Measurements (A1/A2 aquifers) .

i

2. Piezometric Maps i a. Manual i

j b. Computer-generated using:

- Standard techniques

- Kriging techniques e

3. Contouring of Geologic Horizons

^

~

a II. DATA ANALYSIS

1. Independent Analysis of Bechtel and USGS Data

a. Qualitative i

1

- Evaluation of piezometric maps

- Data consistency

b. Quantitative (Geostatistics: Histograms, correlations)

- Quality and consistency

- Corrections

- Value of edditional information i

l 11. DATA ANALYSIS (Continued) .-

i

2. Comparative Analysis of USGS and Bechtel Data

a. Qualitative

- Piezometric maps

- Point values

- Composite map

b. Quantitative (Geostatistics)

- Map statistics

- Compatibility .

- Map and statistics of composite data set

i s

111. TEST OF HYPOTHESES -

1. Postulated Millett Fault

a. Flow patterns -

! b. Numerical Modeling i -

- Barrier effect i

. - Changes in transtnissivity

c. Geostatistics o On USGS data only o On Bechtel and USGS data for a 4 more dsfinitive conclusion on the value of the fault hypothesis

- G'radient Map

~j'

- Structural analysis l ,

- Cross validation i

- Map of piezometric heads

'I 3

- - . ,,-v-- . - . . . ~ , . , ,,n_. - . . , - . . - , , , , , , , . , , , , . - - . , - , .- ,. --,.,,.e.-_ - ---,- - . - -

9 l

l .

, Ill.- ' TEST OF HYPOTHESES (Continued) l

~

! 2. Le Grand Hypothesis .

a. Numerical Model Finite element method (FLUMP)

- Input: Aquifer geometry, transmissivity, discharge /

recharge areas, and boundary conditions Output: Piezometric head i

b. Sensitivity Study Addition of barrier effects .

Variations in transmissivity, recharge rates l

l 1

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SCHEMATIC DIAGRAM SHOWING PATTERN OF GROUND-WATER FLOW FROM AN INCLINED HOMOCLINAL AOUlFER INTO A CONSEQUENT STREAM

( ALTITUDE OF WATER LEVEL IN FEET ).

REFERENCE' Le Grand and Pettyjohn j

t REVIEW CONSULTANTS -

DR. BRUCE BOLT Univ.of California Seismologist DR ROBERT HATCHER Univ.of South Carolina Structural Geologist DR.VERNON HENRY Skidaway Instituto Geologist DR. PHILIP LA MOREAUX LaMoreaux Assoc. Hydrogeologist MR. HARRY LE GRAND Consultant Hydrogeologist DR. RON LYONS Stanford Univ. Remote Sensing DR. STAVROS PAPADOPULOS Papododulos Assoc. Hydrogeologist MR. CAR L SAVIT V. Pres., Western Geophysical Geophysicist DR. CARL STEPP Woodward-Clyde Consu!. Geophysicist MR LEONARD WOOD Papadopulos Assoc. Hydrologist CONSULTING COMPANIES GEOMATH Denver, Co!o. Gecstatistics DR RALPH GRIM Urbana,111. X Ray Diffraction Analysis

, HARDING LAWSON ASSOC. Novato, Cal. River Reflection Survey RESE RVOIRS, INC. -

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AUG 17m .

MEMORANDUM FOR:- James P. Knigh., Assistant Director for Components & Structures Engineering, DE FROM: Robert E. Jackson, Chief Geosciences Branch, DE

SUBJECT:

V0GTLE PLANT FAULT INVESTIGATION On Wednesday, July 28, 1982, the Geosciences Staff reviewers met with representatives of Georgia Power Company and their geologic consultants.

The applicant presented an overview of their investigation program and

, some of their preliminary results. The applicant's chief representative R. Thomas provided some background of the need.for a timely resolution of the faulting problem.

The agreement reached at that meeting was:

-(1) Seismic reflection profiles that are critical to their determinatio'n that no fault exits where one was postulated will be brought to NRC by the applicant's specialists to be examined by the seismology reviewer on August 31.

(2) A draft report of the investigation and conclusions will be submitted for NRC input as te completeness of the information near the and of August. No finn date was stated..

(3) On September 14, 1982, the applicant will make a detailed presentation of the findings to the NRC staff at HQ. A meetirig .

summary will provide a preliminary assessment of the findings of the draft report and presentation.

(4) A final report will be submitted s$ortly.after the presentation, 1

most likely before October 1.

It is my understanding that the study has been given some priority for staff review in October.

A,V '

obert E. Ja ,s,on, Chief Geoscienc s ranch, DE cc: L. Reiter S.Arocoum i7. Alterman P. Sobel J. Grant . _.

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, s Bechtel Civil & Minerals, Inc.

Engineers-Constructors Fif ty Beale Street San Francisco.Cahfornia Mael Adareas P.o. Box 3965. San Francisco.CA 94119

,. . July 6, 1982

- Mr. Ian Alteman Geosciences Branch

.U.S. Nuclear Regulatory Comission Washington, D.C. 20555

Dear Mr. Alteman:

At the request of Jim Bailey, Plant Vogtle Project Licensing Manager, I am transmitting to you several photographs. These photographs are of two geologic sections along holes recently drilled to investigate the postulated Millett Fault, shown on the accompanying map. The sections show chip samples taken from the drill core next to the natural Gama log for each hole. These sections are preliminary due to drilling along the South Carolina ::cetion ctill in progress. We are providing the photographs in the hope they will aid you in your upcoming visit to Plant Vogtle.

Very truly yours,

-Y *'* L4

' Thomas W. Crosby Senior Geologist TWC:rl Att.

cc: J. A. Bailey, Southern Company Services (w/att)

Don Foster, Georgia Power Company (w/o att)

Mike Wolff, Bechtel, Downey (w/att)

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San Francisco. California

.. . Mad Aceress P O Box 3965. san Francisco.cA 94119

) July 7, 1982 Ms. Ina Alterman Geosciences Branch U.S. Nuclear Regulatory Commission Washington, D.C. 20555

Subject:

Transmittal of Geologic Sections Vogtle Electric Generating Plant

Reference:

Letter Crosby /Alterman July 6, 1982

Dear Ms. Alterman:

- The above-referenced letter transmitted to you color photographs of geologic sections prepared for studies of the suggested Millett Fault near the Vog.tle site. As you are no doubt aware, we inadvertently misspelled your name.

Please accept our apologies for this unfortunate error.

I trust the photographs are satisfactory for information purposes, and I look forward to meeting you next week during your site visit.

Very truly yours, M.Wolfg/

Engineering Geology Supervisor MW:rl ec: J. A. Bailey, Southerr. Company Services D. O. Foster, Georgia Power Company

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Bechtel Power Corporation Engineers - Constructors 12400 East Impenal Highway Norwan:, California 90650 0 80x . TEmmeAL ANNEX. LOS ANGELES CAUFCmd $20 TELEPHONE (213) 8844011 December 15, 1977 ,

/

Mr. W. M. Moore Project Administration Manager Georgia Power Company P. O. Box 4545 Atlanta, Georgia 30302

Subject:

Georgia Power Company Alvin W. Vogtle Nuclear Plant Bechtel Job 9510-001 Conference Notes CN325 Supplement No. 3 to PSAR Chapter 3.7 File X7M00.0-S3, X7M03.7, X2BR01 Log BG 4298

Dear Mr. Moore:

Enclosed are the Bechtel Conference Notes CN325 on the Supplement No. 3 to PSAR Chapter 3.7 meeting held on November 15, 1977 at the Nuclear Regulatory Commission, Bethesda, Maryland, with Southern Company Services, Georgia Power Company, Nuclear Ragulatory Commission and Bechtel Power. Corporation participating.

Very truly yours, BECHTEL POWER CORPORATION 3

{ J.Project D. Duffin Encfineer Los Angeles Power Division RCC/MRT/ms

. Enclosure cc: See attached distribution list

DISTRIBUTION LIST Georgia Power Company Bechtel Power Corporation D. E. Dutton D. S. Jagannathan H. P. Walker R. C. Chao W. M. Johnston, Jr. W. R. Ferris (S.F. Office)

R. E. Conry W. R. Holland M. R. Thakar Southern Company Services Nuclear Regulatory Commission R. A. Thomas I. Sihweil O. Batum D. C. Jeng J. A. Bailey S. P. Chan ,

G. F. Trowbridge P. T. Kuo S. A. Treby L. W. Holler R. Lipinski D. Lynch

s .

ALVIN W. VOGTLE NUCLEAR PLANT BECHTEL JOB 9510-001 UNITS 1 AND 2

' CONFERENCE NOTES CN325 Meeting Held: November 15, 1977 at NRC, Bethesda, Maryland

Subject:

-Supplement No. 3 to PSAR Chapter 3.7 File: X7M00.0-S3, X7M03.7, X2BR01 Prepared by: R. C. Chao Present: BECHTEL POWER CORPORATION SOUTHERN COMPANY SERVICES W. R. Holland R. A. Thomas M. R. Thakar O. Batum 4 W. R. Ferris (S.F. Office) J.

G.

A. Bailey F. Trowbridge (Counsel)

D. S. Jagannathan l

R. C. Chao e, .

NUCLEAR REGULATORY COMMISSION GEORGIA POWER COMPANY I. Sihweil L. W. Heller D. E. Dutton D. C. Jeng R. Lipinski

, .S. P. Chan D. Lynch P. T. Kuo A. T. Cardone S,. A. Treby Purpose of Meeting i The purpose of this meeting was to present to the NRC staff an outline of the proposed supplement to the Vogtle Nuclear Plant PSAR, Chapter 3.7, relative to the analytical procedure of seismic anaysis of deeply embedded structures.

Opening Statements

< l. Mr. D. Lynch of NRC stated that: 1) no action will'be taken by the NRC staff until the supplement was formally submitted; 2) NRC 4

staff was not ready to approve or disapprove in the meeting any proposed changes; 3) no decision will be made by the NRC staff in the meeting whether pre-notice was required.

j

CN325 *

2. Mr. R. A. Thomas stated that the main purpose of the meeting was l to have a good communication between VNP project and the NRC staff so that understanding can be reached on the proposed supplement.

Mr. Thomas also pointed out that " time" was of the essence. All VNP equipment is either on order or being procured using the current seismic analysis results. Any update in the analysis procedure needs to be incorporated in a timely manner onto our engineering activity or face the consequences.of costly delay. A quick turn-around in reviewing this supplement by the NRC staff

' will be deeply appreciated.

Mr. Thomas also remarked that the meeting will be divided in two parts: Technical presentation and discussion on legal require-ments.

Technical Presentation and Discussion

1. ]R. C. Chao of BVNP presented the outline of the proposed supple-ment as follows:

l- A. Regarding seismic input, the VNP's current commitment in the PSAR for design spectra is the modified Newmark curve. In the supplement, VNP proposes to use Reg.

Guide 1.60 design spectra. Similarly, Reg. Guide 1.61 is proposed to replace the current commitment for damping.

These were requested by the NRC staff in the September 27

meeting. As mentioned in the September meeting, it is also proposed that input motion be applied at finished grade level instead of at the foundation level.

B. 'Regarding the method of analysis, it is proposed that the computer code FLUSH be used instead of LUSH. VNP will

' - also perform 3-dimensional analysis for structures using interacted motion as input. Torsional and coupling;(with NSSS equipment) effects shall be considered in the analysis.

This was also requestd by NRC staff.

C. Regarding soil properties, Seed and Idriss standard curves for strain-dependency were used in the original PSAR.

Data have been developed from testing of compacted backfill and standard curves have been modified for the site soil condition. These curves are incl.uded in the supplement.

The variation of soil properties will be considered in the analysis. The range of variation, as recommended by Prof. H. B. Seed, is that the mean values of shear moduli be multiplied by 1.5 and divided by 1.5.

1 I

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CN325 f 3,

2. R. C. Chao also pointed out that even with this variation, the motion at the base of structures will not envelop completely the 60% design spectra. NRC staff stated that the 60% design spectra must,be enveloped.

l

- 3. Mr. P. T.-Kuo asked-what motion will BVNP use as input to the 3-D models of structures. R. C. Chao responded that there were methods available to generate an average set of motions from L motions of several nodal points. One of the methods proposed by Prof. Lysmer is the least-square-fit technique. However, VNP is currently investigating various alternatives for this application.

NRC staff requestedTthat VNP should describe the method to be used for this application in the supplement.

4. Mr. L. W. Heller of'NRC asked how the strain-dependency curves l

. were developed. Mr. W. R. Ferris responded that strain-dependency curves for compacted backfill have been developed by testing of

')[ samples taken from 93% and 95% compaction backfill but will be

~. verified when tests are performed on 97% compaction backfill. The j strain-dependency curves for marl and lower sand stratum were

! . recommended,by. Prof. Seed. Backup information from Prof. Seed can be obtained.

5. Mr. R. A. Thomas stated that VNP seismic analysis had been based L on'two-component earthquake and it was VNP's intention to maintain this basis. NRC staff _ responded that three-component earthquake using Reg. Guide.1.92/for combination of responses must be used in conjunction with the current proposed changes.

3 Discussion bon Legal Requirements qw

1. Mr. G. F. Trowbridge (SCS legal counsel) stated that the proposed

- changes in the supplement nre in conformance with current NRC regulatoryioositicn and therefore should not warrant a pre-notice.

+.

If NRC staffJ3eem it is necessary to have pre-notice, VNP requests that a prompt action should be taken so as to avoid delay in the

~

construction activity.

' Mr. S. A. Treby of NRC responded that NRC staff will review the supplement and then. decide whether pre-notice is required.

j . 2. Mr. R. A. Thomas requested NRC staff to review the preliminary TU copy.of supplement which had been handed to NRC personnel to shorten the decision making period. The formal' submittal of Supplement No. 3 will be transmitted by November 23, 1977.

4 s

N e

'~ _'j lji ' .-

. . . .. a CN325 Conclusion

1. VNP PSAR Supplement No. 3 will be formally submitted to NRC without any changes from the preliminary copy. (only typo

.graphyical errors will be corrected). The submittal date will be November 23, 1977.

2. Any revision of the supplement will be handled by responses to NRC questions.

r&' -

R. C. Chao l bd RCC/MRT/ms i

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UNITED STATES yw NUCLEAR REGULATORY COMMISSION i j! D ,j WASHINGTON, D. C. 2C555

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Nov 21 1977 i

Docket No. 50-424/425 l MEMORANDUM FOR: J. Carl Stepp, Chief, Geosciences Branch, DSE '

FROM: Lyman W. Heller, Leader, Geotechnical Engineering Section, Geosciences Branch, DSE

SUBJECT:

INSPECTION OF EXCAVATION - V0GTLE 1 & 2 On November 16, 1977, I inspected the excavation for foundations of the Vogtle Plant, Unit 1 & 2. The applicant's personnel involved in this inspection included: Jim Baily (Southern Services), Walt Ferris, Mike Thakar, Cole McClure and Warren Pederson (all of Bechtel),

i and Larry Bryant (Georgia Power).

Plant grade is to be at elevation 220 ft. Excavation is completed to and into a competent, unweathered, flat-lying (dip of about 1 percent to the east) formation some 90 to 110 ft. below plant grade. Except for a few thin stringers of indurated marl (limestone), the weathered and unweathered marl was removed with backhoes and rubber-tired' pans.

Rock is at a depth of about 1000 ft. Most of the exposed marl had been covered by construction activities - the concrete bottom of the deep auxiliary building foundation, and the backfill to support reactor and turbine buildings. Exposures on the peripheral slopes of the excavation had been obliterated by riprap and coarse filter stone used to alleviate erosion of the slope material into the excavation.

A perimeter ditch and sump at the base of the excavations is being used to dewater the overburden and to drain the excavation. Heave monuments, (

< established prior to excavating the overburden, have been used to I establish the total heave of the top of the marl at about 2 inches. Bore-holes into and through the marl are reportedly grouted shut. A cased water well previously placed through the marl is still in place and is said to be the source for makeup water supplying the makeup service water storage

- basins for the seismic Category I mechanical draft cooling towers.

'1 Seismic Category I structural backfill was being placed in the excavation in 6 inch lifts (loose) directly on the freshly exposed marl and compacted

'.h four passes of steel drum vibratory rollers which weigh about 15,000 Tunds. CP compaction criteria is said to be attained. We inspected stock-piles of safety-class fill and one working borrow area. Considerable cementation of borrow sands was evident. It was reported that an adequate 6=

+ - . .

c, .

4 .

J. Carl Stepp - 2 -

21 bT supply of good (criteria)~ quality fill was expected to be available from on-site borrow areas.

Mr. Dan Cordell (Bechtel) arrived at the Augusta airport on the evening of November 16, 1977, with draft geologic maps of the Vogtle excavation.

Because the vertical excavation exposures were no longer visible at the site, we reviewed the mapping and correlated photographic logging in some detail. The map scale is one inch for each five feet of exposure.

Map detailing in the auxiliary building foundation area, which penetrates the marl to elevation 109 ft. , was satisfactory. Representations of the stratigraphy on the excavation slopes were also adequate. The photo-graphic logs were unusually complete and detailed, but will not be submitted as part of the docket information. Color photographs of fresh marl cores were reviewed.

In summary, the inspection revealed no evidence of warped marker beds or

of offsets, shears, folds and deformation zones within the excavation.

Groundwater control appeared adequate and backfill quality measured up to CP commitments. All safety-related facilities are to be founded on or in marl or compacted backfill. No geological or geotechnical items adverse to the safety of the plant were revealed during this inspection.

,hm , E '. y Ef.'u Lyman,W. Heller, Leader Geotechnical Engineering Section Geosciences Branch Division of Site Safety and Environmental Analysis cc: W. Gammill

. , J. Knight L. Hulman R. Hofmann L. Heller A. Cardone ACRS PDR i

' ..UM D

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ML20125E444

Contents

Text

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SUBJECT:

Dear Mr. Alteman:

Subject:

Reference:

Dear Ms. Alterman:

Subject:

Dear Mr. Moore:

Subject:

SUBJECT:

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