ML20095A241

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Submits Package Received from B Jones from H Singh, Consisting of Questions of Dr Peck by H Singh,J Dunnicliff to Afifi & Summary of J Kane Deposition
ML20095A241
Person / Time
Site: Midland
Issue date: 07/18/1984
From: Singh H
NRC
To: Bradley Jones
NRC
Shared Package
ML19258A087 List: ... further results
References
CON-BX18-009, CON-BX18-9, FOIA-84-96 NUDOCS 8408210418
Download: ML20095A241 (36)
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" '[, Figura 2 (Sac Rsforenco 1) j LOAD (KSF) ~ 0 1 2 3 4 5 6 7 628 = STRESS INCMEMENT DUE TO STRUCTURAL LOADS (DEAD) / - I /, 623 l (1) (2)(4) ) 3) s / e 618 E / STRESS INCREMENT f z DUE TO UVE LOAD & I o LOWERING GWT FROM Q 827 TO 800 7 m d ' 613 I, f STRESS INCR EMENT DUETO l LIVE LOADS -= L.- 608 STRESS IN-SITU EFFECTIVE 1 INCREMENT DUE / STRESS (GWT 627) J TO SURCHARGE ff y M

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2. (2) Total eMecdw pressure due to in-dtu offeedve overtmarden pressure end s1ructural deed Boeds.

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4. (4) Total eMecdw presswa due to in-situ eMocWwe oeurburden sweeswe, seructwai deed leads, & Eve loods.

E f5) Total eMecdve presswa dwing the IHe of plant opersion due to in-dtu effecdw eserburden pressure, structursidsed loads, ( dnietering loods, & Ew loads. COMPARISON OF EFFECT. IVE STRESS AT

1) END OF SURCHARGE AND 21 DURING LIFE OF PLANTOPERATION 30tJTHWEST CORNER OF DIESEL GENERATOR BUILDING i

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o JOHN DUNNICLIFF, P.E. yA/f, Geotechnical Instrumentation Consultant (:. ~ 8 Adams Strect (617) 862-3175 Lexington, Massachusetts 02173 File #79-11 February S,19S0 Dr. Sherif Afifi Bechtel Associates Professional Corporation P.O. Box 1000 Ann Arbor, Michigan 48106 Re: Midland Units 1 & 2 Diesel Generator Building Lear Sherif: In accordance with your request, I have reviewed the Soil & Rock Instrumentation Report entitled " Midland Power Plant Units 1 & 2, Diesel Generator Building, Report on Son-dex Gages and Borros Anchors, Vols. 1 & 2," dated January 1980, and have the following co==ents: General Having participated in establishing the general format, content and data reduction procedures, I am unable to make an independent review of those aspects. The report appears to be consistent with the agreed format, content and data reduction procedures, and is generally clear and thorough. My review has addressed two primary points: first, are there errors or inconsistencies; second, is the report un-derstandable to a party who is unfamiliar with the reported work? I have made no effort to examine and review all the de-tailed data presented: this would be a =ajor.ask. Modified Borros Anchors 1. Appendix C data sheets show no units. Units are inches. 2. I've made a rough plot of " absolute settlement of anchor between 6/12/79 and 8/2/79" and " elevation f of anchor tip," and find a familiar pattern showing (.- significant scatter, settlement generally decreasing l ...) l ...~ 4-- .....~.....-+......~.a

~ Dr. Sherif Afifi _2 with decreasing elevation, and evidence of settle-ment below elevation 585 ft. It would be informa-tive to compare these data with the optical survey data on the same Borros anchors. In making such a comparison, data prior to " sealing the building off" (Section 2.20) should be considered separately from subsequent data. 3. Assuming that data after sealing the building off is likely to be more accurate than prior data, it would be helpful to include the sealing-off date on all the Appendix C tables, and in Section 2.20. 4. Page 3, third paragraph. At what point on the riser rod was the temperature reading made? If at the top, how representative is this likely to be of the exposed length? 5. Page 4, final inset section in second paragraph. Maybe this should clarify that me::anine floor points were from smoothed curves, while the rod points were actual (not smoothed) data points. 6. What are the tempera,tures in the " Notes" colu=n in Appendix ?? Presumaoly the ones referred to in 4. above. Why 'are some in oC and some in OF? 7. Plots at the end of Appendix F: shouldn't the un-connected points be labelled as relative settlement of me :anine floor and rod top? Why are there two t absolute settlement lines (e.g., on BA-29) and what is the arrow linking the two? Why is there no second line on, e.g., BA-49? Why is there no arrow on e.g., BA-49 plot to indicate to what** absolute settle =ent i ... data" refers? 8. The contour plots in Appendix F are from DG markers only. They should be generally consistent with Deep Borros Anchor data. From Appendix D for 6/7/79 to 8/6/79, and the last contour plan, I get the follow-ing approximate values: (_ John Dunnicliff. P.EL / ~.. i

e..

^ ^ -N Dr. Sherif'Afifi sC From ~- BA# From Deep BA Contour-Plan 61 0.20" -O'.20" 62 0.13" 0.14" 63

0.17" 0.16"

- 64 0.09" 0.11" -These'are remarkably consistent, and imply no signifi-cant settlement below elevation M f t. Note that the deep BA data includes the period when the building was not sealed off. I. Deen Borros Anchors 1. Section 3.20 second paragraph and-3.50-third para-graph: what about thermal expansion at BA-62 and 64? 2. Section 3.50 second paragraph: agrees with my para-graph 8 above. 3. The method.of temperature correcting BA-61.and 63 data is not very cl, ear (central inset paragraph in 3.50). Aren't the words " daily" and " relative move-ments" incorrect? The correction is, in fact, proper, in that It corrects for thermal length change in the Deep BA rod and building over the elevation difference between top or rod and top of footing._ Said another way. the. tabulated " absolute settlements corrected for temperature" are actually the settlement of the footing relative to elevation 535 ft,_ assuming no thermal effect on the rod between top of foo*ing m"A elevation 535 fr. Hence, pernaps tney would properly be termed " absolute settlements of footing". I believe the wording in Section 3.50 needs expanding, perhaps by giving an example ca Fig. 5, and referring to this in 3.50. For example, using the BA-61 8/2/79 data: absolute settlement = reading average - initial 0.193 7.287 7.094 = temperature correction = reading average - initial 0.005 6.872 6.867 = absolute settlement corrected for temp. = absolute settlement - temp. corr. 0.188 0.193 0.005 = Jthn Dunnicliff. P.E. ' i w ...,,. _.. ~ -. _,. _ _... ~. .u 3

s u - - 4 h-c r Dr.: Sherif-Afifi.( q 4. -Secon'd to_last paragraph'on p. 6: applies only since sealing off the building..LAgain, I believe the>date should be given, also on the Appendix -G -tables for

, 5 BA-62 and 64.

5. What are the-temperatures in-Appendix-G ' notes' columns? Why are.some OF.and some OC? 6. Th'e first set of tables in-Appendix-G should be headed- Deep" not " Modified". 7. Data-in the'first set of tables in Appendix.E.are. headed " relative-settlement" and are transposed to Appendix,D as." absolute settlement". They should-both be absolute (if we accept that no settlement oc- ' curred below elev. 535.ft). 8. Appendix D datk ~ for BA-61 and 63 should show that there7is no temperature correction 1until 8/2/79 be-cause the TA gages were not.yet: installed. There s.hould be no entry =in the column headed :" absolute settlement' corrected'for temperature" for: BA-61 -6/6/79 thru 8/1/79 L BA-62 throughout il BA-63 6/13/79~thru 8/1/79 BA-64 throughout Should ~ the correction for BA-63 'cn1 8/17/79 and i 8/28/79 be zero? i Sondex Ga es g 1. !Section 4.50. Last line. These plots are contained in Appendix E. 2. The scale labelled " movement (inches)" in Appendix E should give a day =ero for the movement. It-is not clear whether this is 7/31/79 or 8/15/79. Additional explanation in Section 4.60 would help. 4 3. Is there e possible initial reading error of the.S-5 . rings at elev. 542' and 547': they seem consistently out of line with the rest of the data (Appendix E). The last plot in Appendix E appears: strange. I suggest that the line should be drawn asymptotic to the axis near-the bottom.

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' John DunnicHff, P.E. <......m.3 - +. - - - -... - -+u t - ' +

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\\ e. (. Dr. Sherif Afifi 4. Arrows are missing on the last S-4A plot in Appendix E. 5. In examining the Appendix E plots to see whether Sondex data implies vertical movement below elev. 540 ft, I get: S-1 No S-2 No S-3 Maybe S-4A Yes S-5 Maybe You =ay wish to evaluate this implication. 6. In an attempt to see whether reported Deep BA data agrees with reported Sondex data, I've plotted Deep BA data (from Appendix D) versus time to pick of from smooth plots the heave for the period 8/15/79 thru 9/15/79. As discussed in paragraph 3 above under " Deep Borros Anchors," this is actually the relative movement between elev. 631.5 ft (top of footing) and 535 ft. Picking of the same. relative movement data { for the same time period from the Sondex plots in Appendix E, I get: Relative Movement Between Elev. 631.5 and 535 ft ~ Between 8/15/79 and 9/15/79 Instrument (all heave) BA-61 0.22" BA-62 0.14" BA-63 0.22" BA-64 0.17" S-1 0.18"+ S-2 0.22"+ S-3 0.17"+ S-4A 0.20"+ S-5 0.24"+ A plus sign is added to the Sondex data because in no case are the Sondex data referenced to an eleva-tion as low as 535 ft. When noting these nine values on a plan, and bearing in mind the shape of the settle-ment contours, the data are in reasonable agree =ent, with the possible exception of S-5 and S-4A. As /L John Dunnicliff, P.E. >. ~,........... w

c_ ) ^., ,g 4, l 'Dr. Sherif Afifi' -discussed in Bill'Beloff's memo'to.you dated December 20, 1979, the Deep BA data is likely to be more accurate 'than the Sondex data. Sincerely, .JD/cm John Dunnicliff cc: Soil & Rock Instrumentation 30 Tower Road Newton Upper Falls, MA 02164 . ATTN: William R. Beloff ~~ f 1 I -J;hn Dunnicliff, P.E. s

$^ r s.. 2 July 1979/ .T958 . &kN I Dr. Sherif S. 5fifi-Assistant Chief soils Engineer Rechtel. Associates Professional Corp. P. O. Pox 1000 Ann Arbor-MI '48106 i ~ Rs : - v.idland Units 1 and 2 Consunsrs Power Company

Dear Dr. Afifi:

/ The undersigned consultants met'in Dsnver with rar -ssnta-tives of Bechtel and Consuners Pcear to consider soils rer.sdial actions with respect to'this project, with the following agsnda: le Introduction / 2 Liquefaction Fotantial t 3 .namoval of Eurcharge (Diesel Mensration Building) 2 4. Chemical Grouting i / 5. Need for Renoval of Soft Sands under Diesel Gsnerator Structurs? .i / 6. Need for Removal'of Soft Sands and/or Clays under b- _ Ilectrical Penetration Area's and W v lus Pits? a j/ - ) s 4 -'f The/following con:'ents by the co=nultants are nunbered ac-g ~ cording to the foregoing agenda itses: l 1 2.' Licuefaction Petential l 4 ' - Lionefaction analysts havs hsan conf.ucted by Bechtsi, on the j basis of Standard Penetration Tests, in the compacted sands bsice l' the Dienal Generator Duilding and various portions of the. j l' f 4'>,

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6-1 1 Dr. Sherif S. Afifi 2 July 1979 g Auxiliary Building. These analyses have shown that the sands are not danse but that they do have a factor of safety against liquefaction of about 1.5 for an FSE with a raxinum ereund accel-eration of 0.12g. Nevertheless, due to the erratic nature of the backfill, there is a possibility that sene loose pockets could liquefy under the SSE of 0.12g, and if the SSE were raised to a higher level, then liquefaction of nuch of the sand back-fill might become a problem. General areal dewatering is reco7: mended to clininete the liquefaction potential. The goal would be to lower the nie:ro-metric levels from the present ones to sorevhere necr the top of the till. Dewatering is a more positive rencdial naasure than chemical grouting because the proecss can be positively r.oni-tored by piezeneters, whereas it may never be possible to prove positively the ben:ficial effects of grouting. Even though lieuefaction of loose sands is elirinated by de-watering, a seismic shakedown will result in scre residual set-tlement after an carthquake. The nagnitufe of this settlenent should be astimated by Pechte,1, and should account for t'ie ~slfacts of capillary stresses above the free water surface.

  • hese stresses will result in schstantially less settlement than would occur if the sand were dry.

An exterior deep-well devatering system can be used to deva-ter the plant site, with a mopup devatering systen te renove the crown of the ground vater within the dewatered area.. Sufficient , redundancy can.be provided, to assurejthat.the crou=d water vill.- S ~ J 7. remain withis the -d'esired.le'vels. iith's event' of a Bishion or failure of any p, art'ofiths! systen.7 m,. y b \\_' .,a .i It is anticipated that' afteFthe devatering syste t has been operational for over 6 months, the systen could be down from one to two weeks without the ground water's rising. above a critical level. The nature of the site, exisung soil, and backfilled soil' is such that, after tha initial drwntering of the site, the quantity of the flow into the dewatered area would be less than about 400.gpm. ,._j_.,..,.. Ps determined during the initial dewatering installatien the spacing of the dewatering wells would he adapted to conpsn-m j sate for any unforseen soil conditicas encountered and/cr any ,..? :..: _=.,;4 f.f-a M ~~ .e q, o+, ew r.g.

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r i v r: -Dr. Sherif S. Afifi. 2 July 1979 v-sources of recharge from the backfill placed around pipelines extending to the pond or any source of recharge water frem leaky-operational pipes located at critigel points. Any equipment used to nop up the water within the exterior dewatering system would be left in place. - The reeuired observation wells would be installed with the necessary controls at the proper locations to ascr rtain that the desired dewatered conditions are being achieved. The observa-tional system, consisting of piezoneters, should be of n cate-gory, but because there is a high degree of rsdundancv in the well system as well as a long recovery tire for recharge should, power fail, it is not necessary that the devatering system itself be O. The dewatering system need not be seismically cualified, because it will serve its purpose -if the water levels are in the drawn-down position -just before the earthcuaha. Failure of the pumps during the earthquake would not destrcy the prctection. Frecuent monitoring of the grcundwater levels and of the operating deep wells would be. scheduled. "epair or replacenent of non-functiening pumps would he carried out when a sufficient number of pumps are devn to permit an econcmical repair opera-tion. Schaduled cleaning of the well screens would he performed about every three to six months. a On the assumption that the perimeter is about 3000 ft, .. rough estimated cost of an exterior deep-wc11 systen conolete i ]with the mecessary}~discharee system, tiertrical controls'.and wir ' ing and standby generators would be. about S1,200,000 This cor ' responds to.250-300 deep vc11s. 'To this cost should be added that of the' interior mopup syste=, tha observation mells, and 'their controls (probably S200,000), and the yearly cost of waintenance. The estimated yearly maintenance cost for treating the wells and for repairing or replacing the deep-ws11 pumps is about S35,000. To this annual cost should be added the cost of monitoring. 3 Diesel Generator Puildine e The loncer the fu11 surcharge can renain on the =~-=> '9 - ~ i wore reliable will be the predictic= cf the clav-seated.portien 1 =. _-..m. .w = l j ..s } ~ ( j g ? ,w- .,,.n--.._, -,n. .,_.,. -,,,., ~..,,

~ [' 5} Dr. Sherif.S.'Afifi 2. July 1979 of_the long-term settl=v="t- ~?or'this reason $.4& unu12 b= ne=*- erable 'to. maintain constant conditions as lene as cractiemhim. - Ne realize, newever, that practical consicerations do not eer-mit an-indefinite delay in scrcharge removal. If a suitak1 - .maans is developed for makine relinhl* +=7 r s -- -nev=* ians Yo the readings of the precise settlame"* 7=ces. we believe that renoval could, if necessary, begin in August. To this end, we suggest the fabrication and use of messibly four dummy gages, each censisting of a pair of rods in a casing of the same type as that in the actual gages. One red of each pair would be of identical size and naterial to that in the ac-tual-gages, and the ether of invar of the same dinensions. "ach assembly would terminate in a block of concrete placed en top of' the fill inside the building, adjacznt -to an activs page. T h e' ' locations would be selected to provide a range in length of dur-my gages corresponding to the naximum range of the active gages 4 in'the building. In addition, all readings should be interpreted carefully ) and corrected for thermal ef5ects. To the cxtent possible, readings should be made under constant conditions, as in the ear-ly merning. Loose sands beneath the building vill not compronise the static bearing capacity or lead to settlement under stat'ic loads applied after surcharge removal. Some settlenent must be expected due to vibration of the diesel engines;this should pre-i ferably be induced by operating the machines before general de-watering of the area, whereupon the s*ttlement will be corres-pendingly reduced during use of the machines in the future. Ear'thcuaks-induced settlements are discussed under liquefaction l-potential. l l 4 Chemical ~Groutine According to the discussion of liquefaction potsntial, Iten 2, the need for chemical grouting vill be eliminated by the gen-eral dewatering. e l(7 ..=r.-

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x .Rr. Sherif S. Afifi 2 July 1979 ~ .r. 5. Meed for Demoval of soft-sands unter Diesel Generator Structure If general,- permanent dewatering is adopted, there is no i need to excavate the loose sands beneath the diesel generator ) building. Their static stiffness and bearing capacity are ful-The con-ly adequate for static and dynamic bearing pressures. . nections of pipes and the building or equipment within the building must be capable of taking the differential settlements arising from the likeliho6d that the sands on the north side of the diesel generator building will undergo some seismic shake-down settlement, whereas the south side of the structure sup-ported on cohesive backfill is not likely to settle sianificant-ly under the seisnic leading. ~ 6. Need for Removal of Soft Sands ar.6/or Clavs under ~ Electrical Penetration Areas and rF Valve Pits The consultants have been furnished the approximate infor-nation listed below: The containment structures have hern analvzed as if free 1. 3 of the other structures. 2. The auxiliary building has been analyzed as if free of the other structures. 3. Tha turbine building has been analyzsd as if free of the other structures. 4. The peak single-amplitude of the auxiliary structure at its center of gravity is 0.38 in. Sor an acceleration of O.12g. - 5. Under present conditions, the stresses in the auxiliary wings:are satisfactory on the assunption of an uncrach-ed section, but the steel stress is about 40 hsi if j calculated on the basis of a cracked section. 3 6. A. load of 1500 kips at the outer ends of the wings would relieve the overstress. 4 O e i [ L.----,.-~.----

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Dr. Sharif S. Afifi ~6-2 July 1979 / 7. A load of 3C00 kips at the outer ends of the wings would restore the original zero deflection. 8. The horizontal dynamic force in each ving.would be 1250 kips. The consultants have considered the follcwing remedial mea-sures: A. Remove unsuitable material and replace it with mass concrete under the valva pits and wings, and permanent-n -ly support the K line of the turbine Suilding on jack piles, provide temporary support of the wings with caissons at the outer ends, with capacities up to y ll., kips for each wing. 'B. Provide permanent support by caissons of the outer ends j of the wings, with a capacity of 3000 kips for each 'l wing. Remove unsuitable material under the valve pits and replace it with nass concrete. Support the K-line of the turbine building with jach piles as recuired. Two options exist: .(1) Tie the auxiliary building to the turbine mat to provide lateral seisric resistance, h .s f (2) Tie the auxiliary building to the valve pit and the concrete fill bsneath it. An additional op-tion is also to tie the valve pit to the buttress access shafts for additional lateral resistance. Construction procedures for installing jack caissons have been thoroughly reviewed in prior meetings. Concept B calls for permanent Category I caissons; jack piles are not recommended. The following considerations apply to the jacked caissons: 1. The steel casing is ignored for carr*ing psrmenent load. 2 Concrete is now Q. 3. The supporting material will be till. lN l t g e. v v w - -.. ~. .~..

~- ~. 4 p.,. . Dr.-Sherif S. Afifi 2 July 1979 .~ - .J' 4. The design eressure on till in twh

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.PSAM comnitment. This is offset by the follcr<ing ad-vantages:

s. ' The caissons will be proof tested to 1.5 tines the working load.

This test greatly exeseds the 1.12 (perhaps mors) by which the working load would be increased in a seis.ic event.- Analysis-shows that the bearing value has an adequate factor of safety, exceeding 2.5. b. The procad.ure calls for rajacking the caissons to assure proper lead sharing, as with tha temporary caissons. It is our opinion that solution S(l) above represents a sound engineering solution. Howev= :_it recuine tyino a ca m _ gory.I building to a Cateeory II buildine. If NRC rsruirenents dictate, solutien B(2) can be used. It involves tying Cate-gory I structures to Category I structures. 7. Service Mater Structure This item was not discussed extensively during the resting of 29 June, but was previously discussed and is added to this letter to conplete the record. Underpinning the service water structure with driven piles and a corbel is a positive solution. Evcn if liquefaction should occur, the piles will maintain their bucklin, lead as a minimun. The analysis of the structure should treat the viles in the nor-mal nanner; if the buckling load is a lower-bound _, the analysis should treat ths piles as apply 2.ng an umesrd load equal to the ' huckling load to the structure. Tha horizental forces due to earthquake will be taken on the bass of the main portion of the structure. i1 as.k l&& A. Yours very sincerely, A. Jf HeMdron, Jr. U k Y hvECW SW / \\ isser Rv 5'. (cpekne w., o Iv 0 s u C. H. Kould % B. Pech f 4 w - --,,----w -w--..w.,, 9 + - - - - - - - ----'w--w---. -v i --

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Subject:

History of Events Related to Plant Fill Settlement Problem at the Midland Plant Prepared by: - J. D.~ - Kane ~ GES, HGEB, DE. Date ' Event g'"s igued fot,db,oth Units 1 and 2 at Midland site. b Decgber(5,1972 co thr.E.P.M 8,tahd md NT q ~ August 22, 1978 CP Yc. informs flRC Resident Inspector of unusual.. M [hyd 'dO t97WenuaW BuMng.h M

  • s September 7, 1978 Under.10.CFR 50.55(e), CP Co. notifies Commission by telephone of settlement problem.

- September,1978 thru 10 Interim Reports submitted by CP Co. on f;ovember, 1979 settlement problem. February,!1979 to Surcharge program.to preload Diesel Generator Building September, 1979 Area was completed ~-0irector, ONRR, formally requested under 10 CFR March 21, 1979 50.54(f)3 1nformation to determine if CP should be modified, suspended or revoked. April 24,1979 thru CP Co. responded in six letters, under oath, to fiovember, 1979 NRC request for information -e=& %d. HTl LCE. wpl%de5.GC q,mrbnt December 6, 1979. NRC (I&E & NRR) issues show cause order that restricts construction associated with soil activities for structures founded in and on plant fill naterial. NRC cites reasons for need to issue order on failure to provide adequate criteria on various remedial measures, Q-A deficiencies, false statement in FSAR (App. B of Show Cause Order). I&E findings in investigation from October 1978 to January,1979. included: 1. Q-A. Deficiencies relative to soil construction activities, a. Failure to follow certain design and construction specifications on foundations material properties and compaction requirements. 2:chnie. y Sebeet Wae, q 2.5-%W %8 we 2d+.tIdumg 4oy. feat % %%ehene ced 4v We, we 4.29f.o 4 ili1h id. Jus MFe nedepQ e,yrdson ped., dona M M 3.2 wit-w. wn.Wp lod / i s;.. ..-n.... ~ ~. ~ ' ~"'" **" '*' ~ ~ ~ ' * ~~ ~. * ~' ' ' ~ ' ~ L

p _.m. m -a .u, ~ _ p ( q f,,,l (. *L. \\ & + b.' ' Lack lof support between Contractor's engineering and construction offices. c.- Lack _of control and supervision of-plant fi:11_ placement resulting in. inadequate compaction of foundation materials. d. Insufficient corrective action on-noncon-- i formance items. e. FSAR contains inconsistent', incorrect and unsupported statements with respect to . foundation type, soil, reperties~ and settlement values. .2. FALSE STATEMErlT "All fill and backfill were placed according to Table 2.5-9". Show Cause Order states that it would be unacceptable to the NRC Staff for Cat. I structures-to be founded on random fill rather than controlled compacted cohesive fill as stated would be-the type of fill in the FSAR. December 25, 1979 'CP Co. filed a Request for Hearing April 16, 1980 CP Co. filed Answer to Notice of Hearing May 27,1980 CP C0. - filed notion for Partial Consolidation June-30, 1980 NRC reiterates request for additional explorations. Recommends boring locations in DGB area, Auxiliary Building, Service Water Pump Structure and Embankment for Cooling Pond (Letter from A. Schwencer to J. W. Cook, CP Co.). July 31, 1980 At insistence of CP Co., meeting held in Bethesda to discuss NRC request. for additional explorations. August 4, 1980 NRC (A. Schwencer letter to J. W. Cook, CP Co.) letter transmits COE report that sumn.arizes their safety review to date to CP Co. August 12, 1980 Notice of ifeeting - CP Co. Appeal of Staff Position Requiring Additianal Explorations and 'esting August 28 & 29, 1980 Plant site' visit and meeting to hear appeal. September 10, 1980 Special Prehearing Conference (To comply with ASLB Order of March 17,1980). Cd. \\ 191bo N M i h d

  • M C. S Q E. o n C )C o h y.i..

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. + ~ - . - -... :. a y.h; *^ ^ - gf j\\Q [7 ce u\\u\\n [ ?)0LA!R?.0JL EJJJ !!'gJ/,0A fMM w L. - cl. 50.54(f) sent to Consumers Power Company in March 1979. At.that tima li _ IE recommended to NRR that a show cause be issued to stas ccnstructian. -It was agreed (NRR/IE) that 50.54(f) would be sufficient. L 2.. ? General question of QA adequacy of Utili.ty/AE was discussed internally f. by'IE/NRR on August.16. IE was to ask region to make a finding as to adequacy of QA implementation. Special c_onsideration was to be given soils settlement matter in. relation to the reports of QA deficier.cies in other areas, i 3. l.atest response to.10 CFR 50.54(f). follow-on questions regarding QA of plant fill received on 11/13/79. (Tentative QA Branch position , suggests. response still unsatisfactory.) 4. Review of Midland Soils Settlement submittals given to Corps of Engineers at end of October. (Tour of site made by Corps of Engineers i NRR staff floveuber 14.)' 5.- To date,[5jutiiises3 replies to'50.54(f) have not described acceptance. criteria for recedial action, prior to such action. Applicant views the recedial actions as " proof tests" which preclude need for such . criteria. Staff decision as to acceptability of remedial action cust await completion of the program, and applicant must proceed entirely at his ~ risk. 6. In a necting on f!ovember 28,' IE developed a new position: Overall QA performance acceptable because 1t identifies QA ~ a. deficiencies; b. IE now raises question as to the acceptability of the design fix aad draws the conclusion that the modification constitutes a departure from the principal architectural and engineering criteria; c. IE suggests Stello/Donton meeting ASAP to develop a decision for enforcement actions relative to applicant's failure to comply with design approved by CP. 8 I e [ ., :....,. w ., -... -.... ~.. -..- -.. -. 3

J.k(. 3 ..s7- V" Et2 p n g'* h W Rey e J R+3W,3 PW En ~v 3 . FW ^ -File: 7B3.0.3 Saric1: CSC-3674 Vob3 loh.12. - + huD\\_ANb -WhTi - t 1 '2. %'n va poA Tc com i ' Dr. Hendron agreed that cutting the duct banks loose has to be done. Dr. Peck

and Dr. Hendron stated that settlement at various depths must be ' monitored be-neath and away'from the structures. The high priority as they see it is instru-mentation and preload. Placement of p,iezometers can go in later.

Next the height'of the preload was discussed.- Chuck McConnell stated that we have 23 feet to work with because of the second floor of the Diesel Generator Building construction..The questien of the rate of loading was asked. Dr. Peck' stated that any rate would be adequate but even distribution was necessary. Dr. Hendron stated that preloading should be stopped at ten feet ' for about a week to monitor the effect ' of this preload. Discussions ensued and it was decided that fill would initially be placed 10' layer and a maximum of 20' with observations made during the placement. The consultants emphasized that it is very important to load the ' area between the north side of the Diesel Generator Building and the Turbine Building in ordgr to effectively preload the area. Bechtel noted that further analysis and possible bracing of the Turbine Building wall will be required to support the addit- - ional surcharge between the buildings. Tom Cooke asked what additional settlement we could expect based on this preload. Dr. Peck stated 6-18" additional settlement with the 18" being very pessimist _ic. i Dr. Peck also stated that the height of the preload should be equal to the depth' of the material to be consolidated and this would be approximately 20 feet. If excessive settlement is observed ~, the bulk of the problem should be resolved. t The question of grouting the gaps between the footing and the soil was discussed. .e( Dr. Peck and Dr. Hendron did not feel the Erouting of the gap between the footing and soil was necessary prior to preload. However, discussion cont'inued and it wa's j-concluded that Bechtel would grout any. gaps between the footing and soil af ter the preload had been removed. It. was suggested by the consultants that the mud mat be broken up prior to' preload application and that early grouting may also be bene ficial in relieving some building stress. I Tom Cooke asked the consultants for the cause of the excessive settlement. Dr. 4 Peck stated that there were in addition to non-uniform fill, erratic properties which may have been caused by too much variation in lif t thicknesses. Dr. Peck added that material placed dry of optimum would later, with the presence of moisture, tend to soften the materials. He,also added that refilling of excavations from existing fills tends to be less adequate than the original fill. Large areas to be compacted are better than smal1 areas. An example of the dike versus the Diesel Cenerator foundation area was given. The exact answer may be extremely difficult to determine. He stated that the exact cause may never be fully determined. Next a discussion of the cooling pond dikes took place. The question of drilling holes in the dike was discussed. Dr. Peck and Dr. Hendron stated that they did ~ not feel that this was necessary. The dike has not indicated any problems. Jim Betts mentioned that s' settlement of 1 and 1/4" had been taken on a portion of the dike, however, this has not changed since that time and there is a possibility of this being an error in survey. No other areas have indicated.uettlement in the cooling pond dikes. Also, Sherif Afifi has stated that visual inspections have { been made of the dike system and no problems seem to exist. The meeting adjourned L l f I i .---v w .r... ,,...,,,., - + - .,6,-_.m,-.n...e_.,., .,-..,,,,,w y.-,. - .c_ vn,.-,..-m..

m; 54$1DL AidD -'QiQ \\T $ ~ \\ ( '2. - hsyenses b hMC 9equed Rep,-dq Bad R)) q% 'j W. 4, Tab. W ,'.p . E.bl W19 Ldb he,,-1.ht le 5 A(4

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After consideration of a numhcr of alternatives, it was . decided to prestrass the subsoil by means of a surcharge. In my view, this procedure had several important advantages. One of these is the opportunity to provide instrunentation, prin-cipally pie:emsters and subsurface settlement gages, that .could furnish data permitting a reliable upper-bound settlement l forecast. Turtherrors, the procedurc automatically proof-tested the subsoil with respect to its future settlement be-havior. Therefore there would be no need, in decermining the acceptability of the foundation, to depsnd on thg results of additional borings, sarples,, compaction tests, or other sini- ? lar activities. Such tests would be likely to prove inconclu-sive on account of the heterogeneity of the fill material, but they would also be irrelevant in viaw of the knowledge of the actual behavior. The results of tha preload procedurs have been convine-u., v %,.. ing. The observed pore pressures ucre small, smaller than D7 7., 'h tj 4 3 - actually anticipated, and they dissipated rapidly, itence, pri-mary consolidation was accomplished quickly and the curve of settlement as a function of the logarithm of time became linear shortly after the completion of placenent of the fill. Therefore, it is possible to foreca.st the settlement that +

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  • n2 ecunding
r y c1 ;'.s that thq first 1 to 113 feet ho1.cw foundation r!. r..- ti en JUS) [g ciry m't -'ta.
ial.

This.naterial his an ulti:...'te ~~ ex.a h usr!.ng enpacity less than 1/8 ton /ft2 sad is susceptible

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