ML20095A271
| ML20095A271 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 01/11/1981 |
| From: | NRC |
| To: | |
| Shared Package | |
| ML19258A087 | List:
|
| References | |
| CON-BX18-011, CON-BX18-11, FOIA-84-96 NUDOCS 8408210425 | |
| Download: ML20095A271 (43) | |
Text
{{#Wiki_filter:p$ .~ .J^ a4 l-i i I 1 idl.:n.d. Questions for 0,,visson's Deposition i I (January 14-15,1981) t i I 1 i 11 Januaryf.1981 t kDRkhfj25040718 RICEBA-96 PDR - ~~~ m I - - + - - - - - - - ~ ~ L--~~~~~-_~-_. _....____;___ ~ ~ - - ~ -. - - - ~ ~ - -
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V 7 h 1 !s it correct that you'have been retained by Bechtcl Corporation as a consul t ant on Midland job. - Since.. hen? ! hat has been your involvement on this project before December 1979. ~ t 1 Bechtel, as a What other projects have you been involved in wit: ,,j! consultant to Bechtel, it Besides teaching and research at the University of Illinois, and other j professional and private activities, how nuch time have you had at your disposal, say in 1980, for consultancy work. Of the time available to you last year for consultancy, what percentage of-time did you devote for Bechtel projects including Midland. a 1 Over the last several years (say five), what percentage of your-consultancy work came from Bechtel (Dollar amount percentage)? Specifically, how much time you have devoted to Midland project consultancy work in 1980. llow many site visits you made to Midland last year? Other site visits? 2 How r'any n.cetings have you attended with Bechtel or Consumers or flRC that involved Midland project. Any other meetings on this subject. Phone calls? Any other coranunications? p - Uhat docur,ents have you received reerding Midland. Is it a fair statcment that you has 1ot been able to spend sufficient a time on Midland to know all the details about all problems at Midland site? Or have you? ,f /- Specifically, what is the scope of work for Midland that you are required N to perform nnder contract with Bechtel? t Is there any specified ninimum amount of time that you are required to j spend on this project under the terms of the contract. i If Cechtel depended totally on you for a review of the underpinning effort at Midland, would you be willina to give it priority over your teaching 4 and research work at U of I. i llave you submitted any written reports or any other documents on "idiend.
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- i Have you satisfied yourself that the underlying natural soil to which piles I
will be installed will be able to provide sufficient bearing capacity for the piles. How did you satisfy yourself. Uhat data or test results did you use. - Are you familiar with any other project on which schene similar to that - being proposed for the service water pump structure has been used. 1 While reviewing the underpinning progran, did you ask for any additional information from Bechtel, or you felt that they had provided you everythino [ you needed? Did you ask for any additional borings in the area, or any soil testing? I Did you discuss with your client any alternate proposals for underpinning u i the servict water puep structure. il 3 - Why were these rejected. o You st h
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i_ q lo4 \\\\ '... J t Iinure 62 of Interin Re g t,5 (L'<H18)T #1) y 1. Do you know that service water punp structure has shown cracks throu'ghout the building to this date. To your knowledge, has there been any analysis to insure safety of the structure in its present state, c.m.i
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7 w ru.. a 2. How will the proposed underpinning operation affect these cracks? 3. During the underpinning operation..if cracks start deteriorating do you have a criterion suggesting that if cracks exceeded that limit'the number of cracks, width of cracks, extent of cracks) that you would be n U concerned about the safety of the building. .4. Do you consider it to be good engineering practice to suggest installing predrilled bearing piles adjoining a badly cracked building. 5. What kind of precautions have you come across in Bechtel's proposal l that assures that building will not be damaged any further because of pile installation during underpinning operation. c, 'EU.SWN4kW* ^",^5Ji,*3IT ellD6 4MM$2,NN O EI i 6. Do you get all the documents on liidland, or you get selected docunents? q l 7. Do you feel it to be important that in order for you to provide Bechtel I with proper guidance, you should receive from them all the pertinent i information in a timely manner. .1
- l 8.
What has been your experience so far on liidland project about receiving .j complete infonnation in a timely manner. 'l Exhibit.- Bechtel forwarded to you on March 25 Tech Spec No. 7220-C-94 (Q) t_y g gyr 9. for furnishing, testing and installing closed end piles. The memo says that they plan to install test piles within 2-3 weeks. 3, .i Did they send you complete information (concrete specifications were ~' s missing as shown on next exhibit). iEy H)B\\ t-Q - Pursue to determine why conc.-spec.were not sent with the spec.
- ]
(Negligence on Bechtel's part). 1 Did they give you enough time to complete your review, while they Li
- j were planning to go ahead with installation of test piles in j
2-3 weeks. a I Is it conceivable in the future that Bechtel may have some vital
- l information regarding the job and you may not be sent that infornation for review because they sent you only selected documents.
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- 10. f'ecently, have you bc.en involved in any' job on which you were a consultant i
to the llRC. auld you provide s:me kind of scrutiny on Midland as you provided when 11. .you were a consultant to the NRC. dj. p
- 12. There-.is a proposal-that piles at the service water pump structure will be tested individually.to 150 percent of the load, but there would be no proof loading of piles as a group. Do you agree with this
[' recomendation? s Et 13. It is proposed that caissons at the auxiliary building will be proof loaded. Why not the piles at the Service water pump structure be 4; subjected to similar tests. 3a 0. 4 I. I .14 ? l 1 q ..I. 7 a , i: e
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li - In the report of June 28, 1979, you along with other consultants requested ll certain information. j How important was it for you ~to obtain this information from Bechtel for your evaluation of the underpinning program. Did you obtain this informati~on, when, in what fonn, did you use it in your evaluation of underpinning? _wm va- ..i ~ n *.,, -c oy.a.T- .. c. ; ..r
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l Did you follow-up on your request for additional information. Same Set - Last but one page c._ WHt f IT 3 r Do you consider that underpinning the service water structure with driven j l piles and a corbel is a positive solution? What is the basis fur such a conclusion. 1 Have you reviewed the seismic analy3is of the service water structure? Who performed the analysis? When did you review it? What is your impression of that analysis. ~l Have you consdiered lateral drag forces that mi.jht be imposed on the SW Structure in the event of liquefaction of sandy soils under the service water pump structure. l a s 1 i .s i --4---.- ,4_, ~ ~ ~ ' ~ ~ ~ ~ ^~ ~~~ ~
EXHTP,lT ll ,D o .x ,k Tach Spec for furn, Install, and Testing Piles E%HIEtT 11 si .iibit 4h 7. u.a ,... c a r t ' L. tec rcr i r.:. > Taten C P U-t F ' C A " ' ' 4 .:5. n did you first see these specifications. Do you believe that after incorporation of your comments in these 'i i <pecifications, these specifications meet same or higher standard than your reconcendations at Bailly'. Article 7.3.8 - why did you recommend to delete the words "approximately d.- 10 feet." Don't you think it to be impcrtant to specify the minimum depth y J of penetration of piles'into the beating stratum. a Do you have a criterion speci fed in these Tech Spec for " Restarting of ?l ?! Pile Driving after a Delay." I* 73.'.- H e.- ra-J' d i J.
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t-Why did you reconuend to delete the last line of Tech Spec 7.3.6. - Uhat is the criterion for selecting the piles for load test. (Hrpop, p g,, n 4 bocess) Splice in test pile (section 5.1) - Since test pile will eventually be } used as Production Pile, splice in upper 20 ft should not be allowed. Comment? (Splice is potentially weak and corrosion susceptible). - To your knowledge, has the applicant made settlement estimates for the SW structure after the piles are installed. - Did you recommend that such as estimate be prepared. When or why not? Resul ts? l Te d LPC fne idd wl T6 t E RE. W A CECT W N _ In fE} (k O-I' 'h ( A..k sTR/.tanTwess cF P lt.E 5* ia t 'h A (l,0 C W '; p: % t $L'* jn..u!L fb~'c...:sh(<i %) j Its < &e f ,e it i p... t 1 1 if i -l l. 1 l .' I-. j 1q 1 m __--..m
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.d l -) t TO IT TP,eln THAT rn ta CAT. "E coF ATE,1 ,t- :'.- Liwrs cut t TL 7 5 t t.- Tre9. Tonouqa vALvc r,-, A.D THC:E VA LVE Pff! A f> r Cor t.C C.T EL, Te. T) 'ff RiuG C, i ti r '> c. t ,I W H AT kiMD CF J U r.it.2,\\ A L M E A CO RG-s H AVE S CI. 7 / 3 tj PRoFot E3 Fo R. TA N K FourJDATiceJ -t-VA LV E F rrl, 1 = T9 rH E E V E r> T-oF UtJ r.v r fJ s E TTL E ME.t> T TH E-McW TH E SAFETY c' F Pl P gr c.t rstJ F t F l o ri TO T If s T? u p:. Is A t.c. u n t 3>, 4 s. I j APE You AWA TL E or THU OE T TL E r.;t : rr GF THE j P,i.r ta tic,3 ] PIPES 4 B E T w c e t/ T?M /-
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) - '?'uld you draw a sketch of proposed nodification. ] - To 3 0ur knowledge, who is designing the underpinning operation for the n; ice wtne nnpct~+"rA AMILin GY ButtDrJG t f - What infonnation would you generally need if you were to design an underpinning operation such as that at the cer. ice m'ar 7 p structure. Aux Ft C4.g _ tj (Soi' properties, structural configuration, loads, proximity to other j structures that may interfere with the operation, load carrying capacity .i ij of pile t:}. cAISsord e./~e ), i To your knowledge, are all the required data available. 1 mrstws 9 liave you satisfied yourself that the underlying natural soil to which pi.:c 1 will be installed will be able to provide sufficient bearino capacity, for-the pibr - llow did you satis fy yourself. Ilhat data or test results did you use. Are you fuiailiar with any other project on which schene similar to that I being piciwd for the :cefice '.:;ter-grep structure has been used. Aun se.vg - Nhile reviewing the underpinning progran, did you ask for any additicnal inf omation from Bechtel, or you felt that they had provided you everythina l you needed? Did you ask for any additional borings in the area, or any soil testing? 4 - Did you discuss with your client any alternate proposals for underpinning j the ccr. ice -ter p.p e' rec +ure: Avy 3 -bG, ?, .) Why were these rejected. ~ TO Nou R, kNoVILEbQE, MibT \\$ THE CUR R E*JT SThTUS OP h - 'i Proc nam f~a ft. THe Adx DND E E.PWNI N G i BLDQ. 1'i 1 h1 1 g 1' 1 i M si M_ l 1 % ++__m- _. -a.
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} l ~ .y ,s. tieet.ipg _n.o_tes dated October 3,1980 - Page 2 L a tt..;y Itt In the meeting notes prepared by 11r. Brunner it is stated that "Davisson i,j felt that-additional borings would be useless and misleading". Is it a true J-statement of your feelings. Do-you still feel that way? ?j j' 1.'hy did you feel that additio'nal borings would be useless and misleading. + Ilow could borings mislead you. 4 ,do ye.y ne c ALL. m AT 7.; TH C, S ht.' E. tAV s Y;liGt V g.. k htJ E DV Nk L ~ STATE 3 ( ECD %IT) THAT TH r. P-t-15 A C ""R" d 14
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y ~_ i~ Bechtel Associates ProfessionalCorporation 777 Eas: OsenSoner Parrway Ann Arcot, Mchi;an f u.,4ee,ess P O.5cm 1000, Ann Arcor uichgan 48106 25 March 1980 I 1 j Dr. M. T. Davisson i 14 Lake Park Poad j Cha=paign, IL 61820 f Subj ect: Midland Units 1 & 2 { Service Water Pu=p Structure
Dear Tom:
l Enclosed is Technical Specification Nu=ber 7220-C-94(Q) for furnishing, installing, and testing closed end pipe piles for supporting the north end of the service water pu=p structure at the Midlend site.- .the project has suggested thateve conduct a pt.le load test under the tnehnical requirements of the above t>entioned specification ~ util1=ing'an existing contract with Canonie at Midland regarding a pipe bridge between the plant and Dev Chemical facilities. This testing vill be under Q/A requirements. We would appreciate re-
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cieving any cot:ments you may have oa the specification especially with re.spect to the pile load test require--ents, l d Assuming all Foes well we vill be installing and testing the pile vithin two to th'ree weeks. At such time ve would appreciate having ,f. your representative attend the installation and testing. i Please let toe know if you need any further information to complete I this review. Thank you. I Sincerely, i 1 e-t f Sherif S. Afifi ,j Assistant Chief Soils Engineer
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Inclosure ] 3
u. -_ f c - 9: n,. c.... M. T. D AVISSON V FOUNDATION ENGINE ER Reply to: i 2217 Civil Engineering Building 14 Lake P{d R e.- d I t'rbana. Illinois 61801 Oampaigns litindis 618 % Area 217: 333-2544 Area 217:}59 5206 1, 1 Inemo 4: S. 5
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~ / ~ ~ b-i i ~ :: :); (fbi PILE STIFFNESS for i_ _ Supplemental Piles at Service Water Pump Structure -l INTRODUCTION To perform a re-analysis of the dynamic response of the .) modified service water pump structure, it is necessary to I know the dynamic stiffness of the supplemental piles. These 9 piles are to be 14 inch diameter (O.D.) by 3/8 inch wall steel pipe piles filled with concrete. These piles are to be 'j driven with a closed end into the native till soil. It is i anticipated that sufficient pile capacity will be achieved with piles between 40 and 50. feet long. It is also antic-ipated that the piles will be installed through pre-drilled holes, the depth of which is not yet specified. l PROCEDURE The dynamic stiffness of piles driven in soil depends en the dynamic preperties of the soil anong other factors.
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These dynamic soil properties are best characterized by the I ] shear wave velocity, V,, (or shear modulus, G) cf the soil. I l To obtain V, as a function of depth at the proposed supple-
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] mental pile locations, crosshole seismic tests were performed. -1 n With a known shear wave profile for the soil, the elastic-side-layer theory of Novak (1974) can be used to predict the 1 I -+-~.ya>=.-.w -e..-. -_ - + +,. w.., --w-. ---.-.,+--,,-em .,,7 7
~ + C. H, G.d d 8,, (~/W Rt= dial Measures For l Electrical Penetration Areas g ,g and Isolation valve Pits g[3 Qg u l This is a brief report on the proposed remWI measures for the electrical penetration areas of the auxiliary building and the adjacent isolation valve j pits. The objective of the rmw14=1 measures is to replace bearing capacity of a questionable measure as evidenced by soil sampling data. The design of the remedial measure has the obje:tive of replacing the suspect soil bearing capacity with structural elenents which extend fran the existing concrete l foundations to underlying undisturbed glacial till while minimizing disturban:es ] to existing structures and construction operations. In order to accaglish this it is planned to ut4147e the structural capacity of the penetration area to bridge over scme of the questionable urderlying materials by providing -{ h.se caissons caissons at the extremities of the electrical penetration arcas. shall have sufficient capacity to supprt approximately one-half of the dead and live loads of the electrical penetration areas with the remaining one-half i being supported by the control tower area. The r usssed method for su; Ling the isolation valve pits is to temporarily support then in place, totally urder-i mine them by ratoving all materials to a depth at which undisturbed glacial till is encountered and filling the excavation with lean concrete. i l h plan of attack for performing the work is as follows: 1. Iocally dewater the soil above the glacial till in the affected areas. It is. essential that the loosg grarular soils be devatered to permit excavation under the structures without significant 1 css of grourd. The dewatering system shall be in,talled and the water drawn down in advance of any excavation. 'Ihe destering systen is a curtain cut-off t,jye. A majority of the eductors will be installed. fran the lower Nsement of the turbine building. The discharge will be nenitored for piped fines. 't 2. Tarporarily supprt the isolation valve pit by the use of needle beams ,j spanning between the buttress access shaft and turbine bi41 ding foundation wall at the grourd surface. 7, q 1 3. Excavate an access shaft adjacent to the isolation valve pits to a depth .] of approximately 7 feet below the bottcm of these pits.- The ercavation would then proceed laterally as a drift until the excavation reaches the 1 extrane edge of the electrical penetration area. d 4. Install jacked caissons at this location utilizing the electrical penetration -l area foundation as the reaction. The jacked caisson metled has been selected for the following reasons: a It will be pssible to jack through loose sards and soft clays without d a. excavating naterial fran within the caisson thus preventing loss of ground frun urder the electrical penetration area, turbine tuilding ard buttress access shaft. 'I b. It is known that there are sizable concrete obstructions in the l backfill area which will be encountered by the caissons. A caisson provides nan-size working rocm for demolition of the concrete obstructicas. i I l
D' u ,g ~ lc. Likewise, the mn-size sorking zo:xn of the caisson will permit direct excavation of highly capacted sands and/or clay as well as I the glacial till (caissons penetrate the glacial till a'mininum of 5 feet). d. The caisson pzwides access for direct visual inspection of the -i glacial till for the initial determination of bearing capacity (final bearing capacity is by load test). 5. (bncrete the caisson and load test same. I Icad test one caisson under each electrical penetration area at 2.0 a. times design capacity. b. Icad test each caisson individually at 1.5 times design capacity. Icad test all caissons as a group at 1.0 times design capacity or c. 1/4" of ver+b1 structure menement, whichever occurs first. d. Upon cenpletion of any tests the caissons are to be left in a pre-stressed state to prevent any settlement. 6. Instan supprt of excavation systen along the turbine building fouMation wall and connect it to the access shaft and the jacked caissons. h ( jacked caissons shich were previously installed under the electrical i penetration area will ternporarily act as support of excavation for the j excavation under the isolation valve pit. The cantalment structure and the hattress access shaft form the renainder of the excavation enclosure j uMer the isolation valve pit.
- h suppcrt of excavation systes along tne turbine wall foundation win i
also itet to i a. Suppo::t the tarprary additional load II. paced on the foundation van by the needle beams which support the isolation valve pit at the surfwe. b. r.2pport the turbine building vertical loads within the zone of influence of the excavation under tM isolation valve pit. 7. Dccavate all material frrxn underneath the isolation valve pits to a depth at which undisturbed glacial tin is encountered. 8. Fill the excavation under the isolation valve pit with lean concrete backfin to within 7 feet of the existing foundation. 9. Place structural concrete in the drift under the isolation valve pit and the access area used.for installation of caissons underneath the electrical penetration area. 10. Dzy pack and transfer isolation valve pit load to the lean concrete backfill. h 1 .] - 4 E
g_s 1 t... 'Ihe ' design of the caisson is based upcn a very conservative caisson tip pressure - of 25 kips per square foot (KSF) for straight sided caissons. This provides a t.ip load intensity of approximately one-tenth that normally associated with jacked piling, and will bring the long tem settlement into line with expected settlements of the balance of the auxillary building. h bearing strata pressure is limited to 20 KSr for straight si$ed caisson. If the bottcra of the jacked caissons are belled in the glacial fill, the design tip pressure is reduced to 17.7 KSr. The bearing strata pressure associated with belled caissons is not relevant. '1he steel shells for the jacked caissons are neglected in calculating the structural capacity of the caisson. h bearing pressure cm the glacial till below the isolation valve pit is only ncminally increased by the substitution of concrete for earthen fill. I, L L i b i. 1 l't } 'i 4 0 t .i 8 4 o e e e ! I n,
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