ML20010A463

Forwards Woodward-Clyde Consultants 810701 Rept Re Final Results of Soil Boring & Lab Testing Data for Fill & Natural Foundation Matls in Perimeter & Baffle Dike Areas.Tables Re Comparison of Soil Properties W/Consultant Data Encl

ML20010A463
Person / Time
Site:	Midland
Issue date:	07/27/1981
From:	Jackie Cook CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:	Harold Denton Office of Nuclear Reactor Regulation
Shared Package
ML20010A464	List: ML20010A463 ML20010A472
References
13340, NUDOCS 8108110451
Download: ML20010A463 (7)

Text

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@ C0HSum8IS General offices: 1945 West Parnell Road, Jackson, M4 49201 e (5171788-0453 Vice PresiJcnt - Projects. Engineering

.,nd Construction July 27, 1981 c)  %

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Mr Harold R Denton Director Office of Nuclear Reactor Regulation ,

0Il AUG 101981* [4 US Nuclear Regulatory Commission  ;- p e on Washington, DC 20555 cows

• 6', S MIDLAND PROJECT DOCKET NOS 50-329, 50-330  % #

y FINAL RESULTS OF S0IL BORING AND TESTING PROGRAM FOR PERIMETER AND BAFFLE DIKE AREAS FILE: 0485.16 SERIAL: 13340 ENCLOSURES: 1) TABLE 1 - COMPARISON OF S0IL PROPERTIES USED IN THE FSAR WITH DATA RECEIVED FROM WOODWARD-CLYDE CONSULTANTS,

. DATED JULY 1, 1981

2) TABLE 2 - COMPARISON OF SOIL PROPERTIES USED IN THE RESPONSE 50.54(f) (NEWMARK ANALYSIS) WITH DATA RECEIVED FROM WOODWARD-CLYDE CONSULTANTS, JULY 1, 1981

3) TEST RESULTS, PERIMETER AND BAFFLE DIKE AREAS, SOIL BORING AND TESTING PROGRAM, MIDLAND PLANT - UNITS 1 AND 2, VOLUME I AND VOLUME II

4) WOODWARD CLYDE CONSULTANTS (WCC) LETTER 81C217-4 DATED JULY 22, 1981: DOCUMENTATION OF THE UNIFORMITY OF FOUNDATION f

TILL DEPOSIT IN B0 RINGS DRILLED IN THE PERIMETER DIKE AREA We are providing forty (40) copies of the enclosed Woodward-Clyde Consultants' final report dated July 1, 1981 which documents the soil boring and laboratory testing data for the fill and natural foundation materials in the perimeter and baffle dike areas. This report supercedes our earlier report of the preliminary results of soil boring and testing program for perimeter and baffle dike areas which was forwarded by our correspondence Serial 12244'of l June 19, 1981. This finalized version contains the few additional index

[ property and undrained triaxial compression test results which were not included in the preliminary version of the report transmitted on June 19, 1981. The enclosed report is presented in two volumes. Volume I includes the main report and the primary appendices containing the boring and laboratory test results. Detailed supporting data for the triaxial tests are l

included in Volume II.

l The soil boring and testing program was performed by Woodward-Clyde l Consultants who have been retained by Consumers Power Company as an l independent contractor. Corps of Engineers (COE) personnel have observed the l drilling and sampling operation in the field. COE personnel have also visited Woodward-Clyde Consultants' soil laboratory at Clifton, New Jersey, and have oc0781-0365a100 {

8108110451 810727 T 1 PDR ADOCK 05000329' gi P PDR:

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2 observed laboratory operations, including extrusion of tubes, preparation of triaxial and consolidation test specimens, and performance of index and engineering property testing.

The soil properties obtained from the laooratory tests (Boring Nos: COE-1 through COE-7 and COE-7A) and the property values used in the design of dikes are provided in Tables 1 and 2. Table 1 indicates that the shear strength values of the fill and natural foundation materials of the perimeter dikes are higher than the conservative values used in the design of the dikes. The slope stability analysis of the perimeter dike with the new shear strength properties will result in a higher factor of safety than the factor of safety valu's reported in the FSAR Table 2.5-20.

Table 2 indicates that the shear strength values of fill materials and foundation clay for the baffle dike above elevation 598.0 feet are higher than the values used in the 50.54(f) response (Response to Question 45, Part If, Table 45-2), while the shear strength of foundation clay below elevation 598.0 feet is slightly lower than the values used in the 50.54(f) response. The analysis performed for the 50.54(f) response resulted in a large margin of i safety using a seismic acceleration of 1.0g, and the acceleration value assumed for the Midland site is at least i factor of 5 lower than the ground acceleration of 1.0g used for the 50.54(f) analysis. Therefore, the slightly lower shear strength values do not in an'; way alter our conclusions presented in the 50.54(f) respcase.

Enclosure 4 is a copy of a Woodward-Clyde Consultants letter of July 22, 1981 which documents a telephone discussion on the same day between Mr D Hendron (WCC) and Messrs J Kane (NRC) and H Singh (COE). This WCC correspondence documents Mr D Hendron's response to certain NRC and COE questions relating to the cooling pond dike borings. Mr J Kane requested that these verbal responses, which are represented in Enclosure 4, be documented for the record.

It is our understanding that Messrs J Kane and H Singh found the responses provided by D Hendron acceptable.

A stability analysis of portions of the dike adjacent to the Category I piping l

is being provided as a portion of the testimony of Dr A J Hendron which is r being transmitted by separate correspondence. This analysis used shear l

strength data at least as conservative as those contained in the enclosed l final report.

Our conclusion is that the new soil properties and slope stability analysis clearly indicate that portions of the perimeter and the baffle dikes adjacent to the Category I piping will maintain their integrity and stability under very conservative postulated conditions.

/ h 0 JWC/NR/RLT/cr oc0781-0365a100

3 CC Atomic Safety & Licensing Appeal Board w/o Atomic Safety & Licensing Board Panel w/o Charles Bechhoefer, Esq w/o Myron M Cherry, Esq w/o RJCook, Midland Resident Inspector w/o Dr Frederick P Cowan w/o Ralph S Decker w/o NRC Docketing and Service Section w/a Steve Gadler w/o RWHuston, P-24-517A w/a Frank J Kelley, Esq w/o Wendell H Marshall w/o Michael I Miller, Esq w/a W Otto, US Army Corps of Engineers w/a William D Paton, Esq w/o Mary Sinclair w/o Barbara Stamiris w/o i

oc0781-0365a100

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'fe're"' S""' Woooward Clyde Consultants Chicago. Illinois 60603 312 939-t000 Telen 253875 (WOCoWAAo CGC) 22 July 1981 81C217-4 Or. T.R Thiruvengadam Consumers Power Company 1945 West Parnall Road Jackson, Michigan 49201

Subject:

Documentation of the Uniformity of Foundation Till Deposit in Borings Drilled in the Perimeter Dike Area

Dear Dr. Thiruvengadam:

In response to the request of Mr J. Kane of USNRC and Mr H. Singh of the Detroit District Corps of Engineers, on this date, the writer orally presented documentation of the uniformity of the foundation till deposit in the borings made in the perimeter dike area during the recent Soil Boring and Testing Program. This letter summarizes the substance of the writer's oral presentation.

Four borings (COE-2, COE-3, COE-4, and COE-5) were drilled along the perimeter dike at the Midland plant. Each boring penetrated the foundation till deposit beneath the dike fill materials.

Field tests including sisual classification and pocket penetrometer and l laboratory tests including index property and density determination were l performed on samples taken from the borings. Results of the field and laboratory tests are given in Volume I of our report dated 1 July 1981 entitled " Test i;esults, Perimeter and Baffle Dike Areas, Soil Boring and Testing Program, Midland Plant - Units 1 and 2, Midland, Michigan".

l Results of field tests are given in the boring logs in Appendix A; I

results of laboratory index property and density tests are given in Appendices B and C of the referenced report.

l The results of these field and laboratory tests showed the foundation till to be a uniform deposit. Visual classification of samples from the borings indicated the till deposit to be a hard, sandy, slightly plastic silty clay soil with visual evidence of a granular component ranging in size from fine sand to course gravel. Results of pocket penetrometer detenninations a's , indicated greater than 4.5 tsf. Results of index and density tests are summarized in Table 3 of the referenced report. These results show very small ranges in the index parameters tested (liquid limit, plasticity index, water content, density, and gradation).

Consu; ting Enreers Geolog'sts es Ewenmentsi Sc entists [A omes .n otter W:ncreal C.t es E

2 High recovery core barrel samples were taken in borings COE-4 and COE-5.

Laboratory test specimens for triaxial testing were to be trimed to 2.9 in dia. Core taken in COE-4 was 4-in. dia; core taken in COE-5 was 34-in dia.

The visual classification of core from both borings was similar in all respects. It was decided that test specimens should be trimed from core taken in COE-5 because less triming would be required to fit the laboratory equipment. Core from COE-4 was to be reserved for testing in tha event that triming of core frem COE-5 resulted in disturbance of test specimen or if additional testing was judged necessary. Test specimens were successfully prepared from core samples from boring COE-5 and no additional tests were judged necessary.

It is our judgement that results of tests on these specimens represent the samples of the foundation till deposit taken in the borings made along the perimeter dike.

Very truly yours, 4

Da dM Hendron -

Project Director DMH:js Enclosure cc: Mr. N. Ramanujam (2 copies)

Mr. T.C. Cooke/D.S. Sibbalc Dr. R.B. Peck Dr. A.J. Hendron, Jr.

Mr. A.J. Boos, Bechtel Dr. S.S. Afifi, Bechtel Dr. H.M. Horn, WCC Dr. R.S. Ladd, WCC Mr. L.M. Campbell, WCC l

Woodward.Clyde Consultants l

F TABl.E 2 COMPARISON OF SOIL PROPERTIES USED IN Tile

! RESPONSE 50.54(f) (NEWHARK ANALYSIS) WITil DATA RECEIVED FROM WOODWARD-CLYDE CONSULTANTS, JULY 1981 Baffle Dike (Section Y-Y')

Total Stresses Response 50.54(f) Woodward-Clyde y ( C Y 4 C '

Zone Description (pcf) (deg) (psf) (pcf) (deg) (psf) 2 Random fill 130 0 1,000- 130 0 1,200-2,000 4,200 130 25 0 -(I 7 Foundation clay 132 0 3,500 140 0 3,200-(2)

EL 598' to EL 604' 5,600 8A Foundation clay 132 0 6,000 140 0 5,300-(2)

EL 590' to EL 598' 6,300 8B Foundation clay 140 0 7,000 140 0 6,500(2)

Below EL 590' (I

The random fill mat erials were assumed to have effective angle of internal friction of 29*, but for the total stress analysis an angle of 25* was used. The tests from Woodward-Clyde showed an effective angle of internal friction of ('=35.l* and c'=0 for random fill granular and an effective anti 2 of internal friction of ('=28.6* and c'=190 psf for random fill-cohesive.

(

For the Perimeter Dike (Section T-T'), glacial till with shear strength ranging from 11,000 to 25,000 psf was encountered in borings COE-2, 3, 4, 5 and 6.

CONSUNERS POWER COMPANY HIDLAND PROJECT UNITS 1 AND 2 DOCKET NOS 50-329 AND 50-330 mio781-0468b100

TABLE 1 -

COMPARISON OF Soll PROPERTIES tlSED IN Tile FSAR WITil

DATA RECEIVED FROH WOODWARD-CLYDE CONSULTANTS, Jul.Y 1981 I

Perimeter Dike Effective Stresses Total Stresses FSAR Woodward-Clyde FSAR Woodward-Clyde y (' c' y (' c' y 4 c y ( c

't Description (pcf) (deg) (psf) (pcf) g g) (psf) (pcf) Q g) (psf) (pef) (deg) (psf)

Zone l

0 135 30.9 140 - 135 0 1,400-1 Impervious fill 135(I 29 6,300 II 0 2 Random fill 135 29 - -

7 Foundation sand, 110 II}

32 0 -I3) - -

silt and firm clay II) 0 140 32.4 1,810 -

140 0 11,000-8 Foundation 140 35 25,000 s' glacial tiil

' - 125 0 7,000( ) 140 0 11,000-9 Foundation -

25,000 glacial till i,

1 I

(I) See FSAR Table 2.5-22 for ranges of dry density for various zones. Values shown above were used in stability analysis.

I Samples taken from the Baffle Dike random fill-cohesive gave c'=190 psf and ('=28. 6* and random fill granular gave c'=0 and 9'=35.l*.

i

'; Samples taken from the Baf fle Dike foundation clay gave an ef fective angle of internal friction of ('u25.3* and c'=780 psf, however, borings COE-2, 3, 4, 5 and 6 drilled in the Perimeter Dike showed only foundation glacial till.

(4) FSAR Table 2.5-22 shows 37' while actual value used was '15*.

i (5) e used only in earthquake analysis of emergency cooling water reservoir slope (Section Z-Z').

4 t CONSUMERS POWER COMPANY i

MIDLAND PROJECT UNITS 1 AND 2 DOCKET NOS 50-329 ANI) 'n-330 cio781-0468a100