ML20090J620

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Forwards Requested Documents Re Afifi Deposition.Rept of 780220-24 Trip,Afifi 740816 Memo to Castleberry,Tc Cooke to Bechtel & J Eden (Bechtel) 690730 Memo Encl
ML20090J620
Person / Time
Site: Midland
Issue date: 11/12/1980
From: Brunner J
CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To: Paton W
NRC COMMISSION (OCM)
Shared Package
ML17198A223 List: ... further results
References
CON-BOX-05, CON-BOX-5, FOIA-84-96 NUDOCS 8405230080
Download: ML20090J620 (27)
v • d • e


Text

{{#Wiki_filter:a LEGAL DEPARTMENT Lauronse B Lindeme CDDSUm8IS 2'OE ame. POW 8f C0mpany ot,'an imn6mnE wene Weegent 4tromoys Robert J Byers Generei Offices: 212 West M6chigan Avenue, Jackson, Michigen 49201 * (51 D 788-055o Howard E Clara 8esoney E Hagen sneer 4:uomeys Francee X 8erkameser J E Snenner Lassey Deowd Ownes D De=nen November 12, 1980 w wDo-o-v Jeese 9 Diener Kevin F Duffy R F Gedeciet Reshed L Hones George F Mdl Robert L Jorden weyne A 8Graby um n c t.rm Annet D hecCethen Mr. William D. Paton Deemd A naka.ae Counsel for NRC Staff C7E' on,e,,e United States Nuclear ,%a apy Regulatory Counission ore rv A sene, Washington, D. C. 20555 .T,e",,8",""** s,,,,, A T Udrys Theode,n J v

Dear Mr. Paton:

..r,,,,,, Attached herewith please find copies of documents requested in connection with your deposition of Dr. Sharif Afifi. I understand that Margaret Simpson copied those documents segregated by your associates from the provided files. If you have any problems with the copies, feel free to contact me at the above phone number. \\ Very truly yours, ], um J James E. Brunner c: Alan Farnall Isham, Lincoln & Beale 8405230080 840517 PDR FOIA RICE 84-96 PDR l

.+ \\ Midland Units 1 & 2 Job 7220-001 Trip Report i DA E: Febr.:ary 20-24, 1973 LOCATION: Midland Units 1 & 2 Midland, Michigan i

SUBJECT:

Piezameter Installation ATJENDEE: J. 3. Givens - Geotech/ Soils Attached are original boring logs, piezometer as-builts, and daily field reports for the serk perforned by Raymend International at the Midland dika from February 20 through February 24. Casagrande piezemeters were placed at sections through the east and northeast dikes. Piezometer work at the east dike was coepleted except for the concreting of guard posts, concreting of piezoneter surface casing, and insta31stion of top caps and locks. Piazcceter work re-maining at the northeast dike section includes the installation of two piezameters and part of another, the instaH ation of guard posts, the installation of top caps and locks, concreting of the piezameter surface casings for the p'.ezometers already installed, and placing bentonite seals at the tops of the grout in P2-4 and P2-5. Observation wells 1 through 20 except for those wens which had rapid water inficw were completely bailed (see attached bailing record). Work progress was slowed Wednesday when one driller injured his hand. Only the CME 750 drill rig was able to gain access to the pie:ometers at the toe of the river side of the northeast dike due to the clearance limit imposed by a bridge. This in itself did not result in a loss of i time because the rig was coincidentaHy shut down due to the inness of the helper. a total of 23 rig hours were spent bailing water wells as directed by 31H Grubich (3echtel subcontracts, Midland) following a j phone conversation with Bill, myself, Dave Anderson (Bechtel, Ann Arbor), Roper Touteborg (Consumers Power), and 3111 Wheeler (Consumers Power,

tidiand). However, from this phone conversation, it appeared that it was neither Bechtel's nor Raymond's responsibility to bail the wells.

(3mf Wg r had been performed by Raymond ha nte17 after installation.) It was, l necessary to bail the wells before the arrival of E.1.G. personnel on Monday, February 27, to taka water samples. Temperatures were very cold azcept for slight warming Friday. Snow flurries were intermittent all week, and it sucwed heavily Friday afternoon. JBC/ lag 5B500569 l

OBSERVATION *aEL 3AILDIG RECORD Well Dep th Nunber (ft) Date Remarks 1 33 2/24/73 2 101 2/24/78 3 235 2/24/78 4 55 2/23/78 5 220 2/23/78 6 33 2/22/78 7 120 2/23/78

    • Large Quantity of Natural g/'

Sand IExed wi-h 3a11ed Water '8 180 2/23/78

    • .[

9 27 2/23/78 10 173 2/23/78

    • 5 ailed to Within 5 ft. of.

Bottom 11 35 2/23/78 12 155 2/23/78

    • Bailed to Within 2 ft. -

3 ft. fren Botton 13 195 2/23/78 14 33 2/23/78 15 150 2/23/78 Hose Previously Broke and Lodged

  • In Hole-Could not Use Bailing Bucket.

16 33 2/23/78 j 17 185 2/23/78 18 110 2/23/78 19 fl9 was not Installed. 20 15 0 2/23/78 1

  • Note: Holes vers first blown out with compressed air and then bailed with a bailing bucket.
    • Note: Could not bail comple'taly because of rapid water inflow.

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l'cchtel Accccialec Professional Corporation Inter ollice Meniorattduin To R. 1,. Castleberry om 16 Augunt 1974 Suoiect Midland Units 1 & 2, Job 7220 hom ' "- 5.;r Elastic Moduli of Plant Foundation Soils ce Ccotechnical Services Coo.es to J. H. Allen K. Wiedner A Ann Arber - E J. C. Hink C. Yan R. Rixford 1320,3410 N. J. Tuholski This is in response to your memo of July 18, 1974 requesting information on the stress-strain relacionship for long term static analysis to be used for a finite element computer run. The material contained herein was transmitted informally on August 8, 1974. Thus far, we evaluated the moduli from the consolidation cests and also empirically from the unconfined compression test [ results in Dames & Moore's. Preliminary Foundation Investigation (June 28, 1968). Composite stress-strain plots of the constrained modulus of elasticity (D) for soils above and below Elevation 550 are attached. These were derived from the consolidation tests. A conversion curve for evaluating Young's modulus E from the constrained modulus D is also attached." We recoc= lend' char a poissons ratio of 0.4 be used for the insitu clayey ' soils in this conversion. 'It 17Toled that the shape of the stress-strain curves attached are partly imposed by the nature of the consolidation test. Young's modulus of elasticity (E) has also been shown to be approximately equal to 600 times the_u_ndenh' chear strength. Based on this, Young's modulus can be taken as 3000 ksf above Elevation 550 and 5000 kst below Elevation 550. A bilinear stress-strain relation cannot be produced in this case. l We have also contacted Damas & Moore to obtain the stress-strain curves derived from criaxial and unconfined shear strength testing. We anticipate receiving these data at any time. The modulus of elasticity evaluated frem these tests may provido a more reliable estimate for the insitu soils. We will transmit these data and our evaluation as soon as they are complace, i We believe this information is adequate for your parnmetric evaluation for now. We anticipate further discussions af ter you have had the opportunity to make you initial runs. j [ \\ i S. 3. 1 1 DRC:SSAilab 58800?.33' Attachments a,.

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u.a m:.r. o l MIDLAND PROJECT GWO 7020 - P L ~0L POND & DIKE TITMOVER -. Tile: 0710, 0460.3 Se' rial: 2638 Attached pictse-find Consumers Power Company Qutlity Assurance Departnant meno 18o7QA77 which identifies failing soil non-Q tests taken in the plantfill adjacent to structures which hcve failed but have not been cleared. We have conducted a cursory sudit of the non-Q dike section testing and find tests which have not been cleared by passing tests. Based on our audie. of the dike records and Q.A.'s audit, we submit the f'ollowing: l. Cooling pond diks sections (non-Q) vill not be accepted by Consuners Pover until all failing soils tests have been reviewed, accepted or ~ othesise' dido ~sTtToned bTyoui Proj ect Engineering. 2. 3echtel is directed to fully audit the non-Q soil test reports for the proosed turnover so that f ailing tests can be identified and dispositioned as indicated in "1" above. Inaddii:iontotheitemsoutlinedinour.h.etterSerial2631fordiketurn-3. over, we are adding the requirenent that the audit and 41:spositions be com-picted prior to turnover and that they be included in the turnover package. Our position with regard to acceptance of earthwor'2 and concrete is basically that failing tests are not acceptable without a Project Engineering review and accep-tance. We strongly suggest that you ex-~4e your non-Q testing program so that fafM ag tests are not accepted by the Field Engineers. This will obviously enable you to turnover packages which will not require Project Engineering involvement at - .a later date. NOV i 11977 C:Vi!. Er.G:i:3sa:.NG. PG Ea If you h <= :nvM s please contact this office. me u:m j iw o:.. i:..c h, v-f en:w d l cs. Q T N:"Y. lAK 'l HElu l . T.. C. Cooke cr.cas.r.y. p t- .J Project Superintendent etc.w f./ Tec/Pm /pp I'rt t.t.tA h l e_ g.ry l />l "a.}'...[ -}~.[:Q-[ *OL m = Wg*m&- &m. x l' ~ x \\ ~-

k o TC0ooke, Midisnd 78 T*=- JLCoricy/DE!!orn, Midis / cmumm. j ht: November 1, 1977 EU'ff.3T 1.ssect MIDLAND PROJECT - FAILINC NON-Q SOIL TEST 5 NOT CLEARED File: 16.0 Scrial: 186FQA77 cD,,,,,cc cc k'R31rd, JSC-2165 CSKeeley, P14-40SB Bto!arguglio, JSC-220A During Audit No. F-77-32 " Soil Placement Ra' cords," the following non-Q cast reports' vere found to have failing results and did not indicate being cleared by passing tests. Plane Area Fill .,,.y .M. ...s Koisture ~' Tes No. Date San:oled Compaction Actual Optimum Y.D 1153 '10-21-76' 61.6% of Relative Dens'ity 1155 10-21-76, 73.5% of Relative Density 1191 M-03-76 74.6% of Relative Density ~ 1194 .11-02-76 75.4% of Relative Density 8 1321 5-09-77 94,.01' of Maximum Density 1337 5-17-77 12.4% 15.2% 1388 ,6-02-77 9.8% 15.2% 1393 6-03-77 11.1% 13.4% 1398 6-03-77, 11.2% 13.4% 1404 6-03-77 10.2% 13.4% 1415 6-07-77 9.9% 13.4% 1498 6-15-77 88.2% of Maximum Density 14.5%'. 10.0% 1509 6-16-77 12.9% 15.2% Structural Backfill ED?. 625 10-12-76 .51.5% of Relative Density 663 11-11-76 53.0% of Relative Density. 664 11-11-76 72.3% of Relative Density 667 n-11-76 67.5% of Relative Density ~ ~ 630 E-23-76 60.0% of' Relative Density 682 n-24-76 70.6% of Relative Density 633 u-24-76 77.1% of Relative Density 721 3-14.-77 60.0% of Relative Density, l _734 3-17_-77 ' - 34.0%.of Ralativa.'3ansu.g l 736 3-18-77 ri.v4 oz Ke.tstive 3ensi.cy ..,. 737.. , 3-18-77 41.9%-of Relative Density

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r, -,2 ?. Structural Backfill (Contd) Moisture Test ?o. Date So=nled Cemoaction Actual Optimum 1:::a 738 3-13-77 72.4% of Relative Density 739 3-13-77 70.6% of Relative Density 740 3-18-77 69.3". of Relative Density 741 3-21-77 77.8% of Relative Density -744 3-21-77 56.2% of Relative Density 746 3-21-77 . 54.9% of Relative. Density 757 3-23-77

  • 68.7" of Relative Density 768 3-30-77 66.9% of Relative Density 770 3-30-77 65.0% of Relative Density 735 4-07-77 69.3% of Relative Density 799 4-12-77 78.8% of Relative Density 826 4-19-77 70.4% of Relative Density 843 4-28-77 66.3% of Relative Density 845 4-29-77 70.4% of Reistive Density 839 5-13-77

.56.5% of Relative Density 914 5-24-77 '9.0% 11.8%

922, 5-26-77 75.7% of Relative Density

-925 5-27-77 11.4% 15.2% 938 6-08-77 56.5% of Relative Density 940 6-08-77 78.6% of Relative Density 993 6-25-77 60.2% of Relative Density 998 6-25-77 77.4% of Relative Density ~ ~ ~- w 4 .f 5B 00337 ~ 'T ~-

[ H&CF DiUISION JOB NO~ 7220-37 DESIGN REVIEW NOTICE 0 i REVISION NO. DATE Gereber 23. 1077 O GC W.I.N E h MM - MU MM 1 3ECHTEL INCO RPO R ATED TO REVIEW AUTHORITY H. H. Burkef4 ?. Ferris LINE NO. DOCUMENT IDENTIFICATION 1-3 Design Centrol Check LisC - Rev.1 Midland ProjecC - Job 7220-001 - Soils f 6 INITIAL SUBMITTAL RESUBMITTAL (ArTACH COPY OF REVIEW NOTICE FORM PMP.VICUSLY $USMI TEDI REVIEW MADE S'/: REVIEW TECHNIQUE: CCM*ARISCN WITH PRCV EN C GENER AL COMPT.l ANCE STANDAA05of DESIGN C DETAILEDCHECK ] DES 3G4 REVIEW MEETING (NOTES ATTACHE 01 ] STATUS: O Aaaaovfo. O AaraovEow'Ta co anaTs O %CToMANoEsai.uT,o~l COMMENTS: 53.00538 m m m e d W e W il eht/n E E .M. ,E. T, .,T. I ORtGINATOR DATE GRoupsuPV. DATE PROJfCT ENGINEER DATE OR CHitP EMG. OAq

H&CF Divt510N DESIGN CONTROL CHECX LIST j 7 REvts;ON,w. l OATc October 23, 1977 l 1 1 BECHTEL IN009PopATsc OISCIPLINE Soils-Ann Arbor PAGE OF REVIEW

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DOCUMENT CESCRIPTION AUTHORITIES k NO. IDENTITY NO. 1 Soil Ta'.perature Profile With Depth over . H. Burke / Berated *.iater Line (submitted) W. R. Terris 2 Liquefactice Evaluation - Site Responsa Analy-H. H. Burke / sis (hold) W. R. Terris b 3 Draft Technical Specification for Subcontract for Installation of Piezamaters on Cooling Pond Dikes 9 ~ 5;i.00533 MacroseseSM

Bechtel Corporation Inter-office Memorandum To John Eden Dei. July 30, 1969 Consumers Power Company Midland Plant Units 1 & 2 om J. H. Blasingame Job No. 7220 Earthwork or Power & Industrial Division File: 0290, S/C-C-10 (Y) ce***

  • H. H. Burke / w2/a At 50 Beale/9th Floor Reference your July 14, 1969 memo pursuant to Canonie's proposed j

compaction equipment to be used on the earthwork subcontract ~220-C-10. Our review indicates the proposed rollers to be rela-tively light and not in accordance with the specifications which assumed the use of heavier equipment more appropriate to a job of this type. However, paragraph 14.7.1 permits alternate equip-ment "provided that the Subcontractor shall, at its expense, demonstrate that such substituted equipment will achieve equal or better" compaction than the equipment specified. Any demonstration to prove equal or better compaction s.'tould include the range of i soils occurring at the site and permitted for use by the specifi-cation. For ease of control, only one type of roller should be permitted for each type of material zone. Of the proposed vibratory compactors, we believe Raygo 9600 as the most suitable of the three types proposed. Again, use of this equipment is predicated on the subcontractor successfully proving this equipment to provid= equal or better compaction than specified. We believe that the proposed sheeps foot and tamping foot rollers are uneconomical for this type of job. For example, use of the sheeps foot or tamping foot roller would require limiting the layer thickness to approximately 8 inches and require as many as 10 or 12 passes, which is considerably more rolling than the 12 inch layer thickness and 4 passes specified for the 50 ton rubber tired roller. The proposed Bros.450 Roll-O-Pactor for proof-rolling and embank-ment foundation preparation also does not meet,the specification because the wheels are not loaded individually (as per 14.7.2). Again, this equipment should be used only if the subcontractor can successfully demonstrate that this equipment does an equal or better job than the specified rollers. Proof of equivalence can be limited to verifying that this roller does not leave behind uncompacted soft pockets in the foundation. also do a satisfactory job on the fill, but willg.a se able tmThe Bros 450 Roll-O-Pa work near the edges with safaty. h F.F.C 'j i SB500086

  1. 8le j - 2 N Project Eng near I k. gy cerO W_..4Jj J. H. Blasi ame '

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