ML20090L720
| ML20090L720 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 07/18/1979 |
| From: | Peck R BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML17198A223 | List:
|
| References | |
| CON-BOX-04, CON-BOX-4, FOIA-84-96 NUDOCS 8405260031 | |
| Download: ML20090L720 (18) | |
Text
{{#Wiki_filter:- COMMENTS SY RALPH B. PECK (?.econstructed from notes prepared 17 & 18 July 1979) I have been a consultant to Bechtel on the."idland Pro-ject, together with Profsssor A. J. Hendron, beginning short-ly after the settisments were noted in the Diesel Generator Building. I speak for myself and, I hope, for Professor Hen-dren, who is unable to be here because he is out of the coun-try. I will not discuss anything that you have not already heard this morning. It is my intention, however, to review the proposed ramedial measures and to emphasize those aspects that, in my judgment, are of greatest importance. The investigations at the Diesel Generator Building rather quickly showed that ths seat of settlement was in the clay fill underlying the structure. They also showed that the clay fill was extrecaly variable with respect to its density, its water centent, and even its composition. Furthermore, the investigations shewed that it would be feasible to surcharge the arsa in such a way as to stress the subsoil of the struc-tura to levels exceeding the final strasses that would exist under operating conditions. l l l 8405260031 840517 PDR FOIA RICE 84-96 PDR r- ~ I ~ - - - - - - - -'
After consideration of a number of altsrnativas, it was decided to prastrass ths subsoil by means of a surcharga. In my view, this procedurs had several important advantages. One of thess is the opportunity to provide instrumsntation, prin-cipally piezemsters and subsurface settlement gages, that could furnish data permitting a reliable upper-bound settlement forseast. Furthar ors, the procedure automatically proof-tested ths subsoil with respect to its future settlament be-havior. Therefore there would be no need, in determining the acesptability of the foundation, to depend on the results of additional borings, saeples, compaction tasts, or other simi-lar activities. Such tasts wculd be likely to prova inconclu-sive on account of the hatarogeneity of the fill material, but i they would also be irrslavant in viaw of the knowladge of the actual behavior. j The rssults of the preload procedura have been convine-j ing. The observed pore pressures were small, smaller than actually anticipated, and they dissipated rapidly. Itenes, pri-i mary consolidation was accomplished quickly and ths curve of settlement as a function of the logarithm of time became l linear shortly after the completion of placement of the fill. Therefore, it is possibla to forecast the settlement that l . m
l l COM".DITS BY RALPF B. PECK (Reconstructed from notes prspared 17 & 18 July 1979) I havs been a consultant to Bechtel on the.widland Pro-l ject, together with Profsssor A. J. Hendron, beginning short-ly after the settisments were noted in the Diesel Generator i l Building. I speak for myself and, I hope, for orofessor Hen-dron, who is unabis to be here because he is out of the coun-l try. I will not discuss anything that you have not already l l l heard this morning. It is my intention, however, to review t the proposed remedial measures and to empbasize those aspects that, in my judgment, are of greatest importance. l The investigations at the Diesel Generator Building I rather quickly showed that ths seat of settlement was in the clay fill underlying the structure. They also showed that the clay fill was extremely variable with respect to its density, its water content, and even its composition. Furthermore, the investigations showed that it would be feasible to surcharge the arsa in such a way as to stress the subsoil of the struc-ture to levels exceeding the final stresses that would exist under operating conditions. 8405260031 840517 PDR FOIA RKCE84-96 pyg
After consideration of a number of altsrnatives, it was decided to prestrass ths subsoil by means of a surchargs. In 1 1 my view, this procedure had several important advantages. One 1 of thess is tha opportunity to provide instrumentation, prin-cipally piezomsters and subsurface settlement gages, that could furnish data permitting a reliable upper-bound settlement forecast. Furtharrors, the procedure automatically proof-tested ths subsoil with respset to its future settlamant be-havior. Therefore there would be no need, in determining the acesptability of the foundation, to depend on the results of additional borings, sarples, compaction tasts, or other simi-lar activities. Such tasts wculd be likely to prova inconclu-sive on account of the haterogeneity of the fill material, but t they would also be irrslevant in viaw of the knowledge of the actual behavior. The rssults of the preload procedure have been convine- ) ing. The observed pore pressures were small, smaller than l actually anticipated, and thsy dissipated rapidly. IIenen, pri-i mary consolidation was accomplished quickly and the curve of i settlement as a function of the logarithn of time became linear shortly after the completion of placement of the fill. Therefore, it is possibla to forecast the settlement that I I ~
l would occur at any future tims by simpls extrapolation, on the assumption that the surcharge will remain in placs. T. van this arount of settlement would be acesptable. However, the. projected settlament determined en this basis is an upper bound, because the surcharge will be rseoved and the real set-tiements will certainly be smaller. In my judgment, the foregoing circu: stances eliminate any uncertaintiss conesrn-ing the settlenent behavior of the Diessi Gensrator Building resulting frem the undsrlying clay fill. The investigation at the nissel e nsrator Building also she.iad, hcusver, the presence of zones of sand, including sees portions that wars loose. This finding indicated a po-t tantial for liqusfaction under severe earthquakes, and ths possibility of settlement originating in tha sands dus to i shahadewn under seismic conditions. The surcharge would, of course, be ineffective to remedy this condition. ) i of the various possible ramadial measurss, grouting, j probably using chemicals, would, in my judgment, be feasible. Nevertheissa, it would be difficult to be assurad that all injected materials had been successfully treated, or that all loose zones had actually been injacted. Thus, chemical grout-ing would at best be a piscameal solution. It would be i l t .r-d -T,-,-
( difficult to give a positive answer to the question whather l all significant senas that might liquefy had been identified and trsated. The choran alternativa to grouting is gane u.', permanent dewatering of a larga portion of the plant site. This solu-tien has the advantage of being a positive solution to the li-l quefaction problem. "'herefora, it provides positive answers i to such questions as those just mentionsd. The solution has the further advantage that it can be monitored effectively by simple procedures, primarily by the use of pis=ocetars. In my view, one of tha greatest advantages of general devatering is the =argin of safsty inherent in the ties lag that would be rsquirsd for racharge of the dewatered zone if the pumps should ceasa to operate. " tat is, ths beneficial effects of the dawataring would parsist for a period on the order of weeks after pumping might be interrupted. Failure of the pumping l system because of an earthquake would, therefors, not destroy the pretsetion achieved by the dewataring. In additien to being a positive solution to the liquefac-tion problem, wherever any such problem might exist in the dewatersd area of the plant sits, the drainage will reduce sub-stantially any settlemsnts that might, be induced by comcaction
l -S-of the sands during an earthquake. The present nethods of estimating settlements due to seisnic shahadewn are overeen-servativa, bscause they are based on the results of labora-tory tasts on dry sands. Even ths settlemants estimated on this basis would be acceptabis. However ths cressnce of capillary moisture in the soil would grsatly reduce the fre's-dom of the sand grains to assues a denser position during vibration. Thersfors, I consider that dewaterine will essen-tially sliminata any potsntial problems of seismic shaksdown. The continuing investigations of the plant area indi-catad other potential trouble areas. In my visv, these po-tential troubla zonas have new been adequately defined by the boring program and other investigations. Cns such arsa is the location of the Borated Water Tanks. Peneath thess tanks tha investigations have indicated better and more consistent sub-surface conditions than beneath the Diesel Generator Building. It is proposed to fill the tanks with water as a test load. j The filling will constitute full-scals proof tests with re-l spset to ths bearing capacity of thz subsoil. It is antici-o \\ pated that the tanks will settle.under the test load, and this l settisment will increass the hearing capacity. Furthermors, 1 i by making settlement observations atLvarious depths in the 1 t
\\ 4 ) i .g_ subsoil during and after the test loadina and by combining this information with stress calculations and theory, it will be possibis to make raasonable settlement predictions that taka into account the actual s'ubsurface conditions undar raa-listic loadings. The Electrical Penetration Structures extending from the Auxiliary Building, and the adjacent w lvs Pits, ars to be a unds rpinned. This is a positiva solution that will lead to satisfactory and predict'able rssults irrsspective of the na-ture of the fill materials that may erssently undsrlie these structurss. The operations are expadiant, in the sense that they ars compatible with the ganaral construction scheduls. The nins caissons under each of the Electrical Penetration wings will he testad individually to 150 percent of ths' anti-cipated loading, and collectively to 100 percent of the antici-patad working load. The lattar procedure, in which all nine' caissons are leaded simultaneously, constitutes a proof load-ing that will eliminata any doubts concerning the ability cf the underpinning to support the structure without significant settlament. The Diesel Fuel Tanks ars buried structures that have al-ready been subjected to a full-scale loading by filling them 1
with water. The settlemants under thess test conditions were i mininal. Whatever ssttisment of the tanks may occur will be associatad primarily with settlenent of the underlying and surrounding fill under its own waight. Since the tanks will bs settling with the fill, the diffarantial movsments between the tanks and the surrounding soil and piping will bs mini-eal, and the connactions can be expected to settle a proxi-mately squally with the tanks. Therefore, I do not consider that any unusual conditiens exist with respect to the Dissal Fuel Tanks, and that attention to details providing reason-able flexibility will satisfy all racuiramsnts. The Service Water Structure lies outside the area of plannsd permanent dawatering. Therefore the wing presently I supported by fill will be picked up by a system of piles. The propossd procedure provides positive support. The piles are I to be designed to carry the structural loads at their buck 1-j ing strength and will therefore be sffsetivs even in the event l of liquefaction of the surrounding soil. Since these pilss 1 ars not clustarad in such a way as to stress highly a large i mass of the bearing material, as in the case of the caissons-l proposad for the E1cetrical Penetrations of the Auxiliary Building, they are not to be proof loadsd as a group, but will l
... ~ _. _... -. _... _q. be loadsd individually to 150 percent of the anticipated work-ing lead. This preesdurs is conservative. In summary, my overall impressions and conclusions con, cerning the proposed rsmedial neasures are as follows: The investigation has procseded in a progrsssive fashion. Like most investigations of this kind, it has not always proczeded in a straightforward way, but has appropriately pursund var-ious approaches. Although it is still continuing in some rsspects, I consider that it has now disclosed the significant conditions and potential problems associated with ths founda-tion conditions of tha site. As a result of the studiss, a variety of solutions has evolved. Each solution is suited to the specific conditions and problems of a particular part of the facility. However, the potsntial for licuef action has been eli=inated once and for all, and many potential uncer-tainties have been eliminated by full-scale loading or proof testing where such procedures have been found advantagsous. In my judge.ent, this is a strong advantage of the procedures 1 adoptad. Finally, the proposed solutions do not require unreason-able maintenance or monitoring during the lifetims of the plant, and can therefore be adopted with confidence. 1 i i l
Aye r4 7.0 7.0 CACSE Ih7ESTICATION The investigation into the cause of insufficient compaction of plant area fill This R M
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was made by Bechtel using a probles analysis da"- involved the following steps: (1) Identify deviation, in this case insufficiently compacted plant area fill. (2) Develop criteria for determin'.ng in which plant area fill the deviation exists. (3) Identify distinctions and changes which might have caused the deviation considering the subject of the deviation, where it occurred, tine factors, and the extent. (4) Develop list of possible causes using all distinctions and changes. (5) Test possible causes for most probable causes. It was noted that although all areas were included in the investigation where deviations were identified by the soils investigation, some deviations were thought to be insufficient to require corrective actions. Two essaples of such areas are the borated water tank area and the auxiliary building railroad bay. In these areas the compacted fill is adequate despite some indications of localized insufficiently compacted material. l Seventeen distinctions or changes were found to have occurred which could have been possible causes sad these have all been evaluated. Specifications, first identified as a possible cause, were not included in the most probable cause list because it was felt upon evaluation that variances from the PSAR and FSAR and the various relatively minor inconsistencies could not have been a cause of the problem under investigation.
-2 It was stated that investigation is still under way into soils testing methods, equipment, results, ratests, reviews, and evaluations, but that these were found to have contributed to the cause. Five most probable causes remained after evaluating the possible causes. They are, not necessarily in order of importance: (1) Lift thickness /compactive effort. Recent tests have shown that lift thicknesses in some cases exceeded the capability of equipment being used, verifying that equipment was never adequately qualified. (2) Compaction equipment / qualification. Same comments as for (1) apply. M (3) Test procedures partesults. This included representativeness of tests, procedures for comparison with standard proctor specimens, procedures for taking soil tests within a lift, calculation of relativedensity,useofnucleardenhter. (4) Inspection procedures. This included the use of a surveillance type program for at least part of the time, and the almost total reliance i of inspection procedures on test results. (5) Reliance on test results. This included construction's total reliance on test results for qualification of equipment during the work and for acceptance of the work by Construction and Quality control personnel. Personnel were not included as a most probable cause because a review of qualifications and experience of both Bechtel and U. S. Testing personnel had shown presence of sufficient education, experience, and training to carry out the tasks assigned. PAM/pp 1 i_ i
^ To File rnon TCCooke December 11, 1979 P0t*JST one company Suescer MIDLAND PROJECT CWO 7020 - ) ADDITIONAL 50.54(f) SOILS QUESTIONS File: 0485.16 UFI: 71*01 Scrial: CSC-4660 e,"Z,%,,,,,, 12.-S'-S e AA**Twj.@ m ov e. cc Attendees Midland P&T (2) Attendees: Consumers Power Company BechitelPowerCorporation RMWheeler MORothwell CSKegley BDhar CAHunt CTuveson l TCCooke WCParis (Geotech) DESibbald JHook DBMiller JRutgers J0Wanzeck CRussell I. General Review A review was held covering the 50.55(e) report, 50.54(f) report, miscel-laneous qudstions from the July 18, 1979* presentation to the NRC in Washington, D.C., the consultants meeting date and the draft schedule. The following was noted: A. Cut off date for interim report 9 to MCAR 24 will be mid-January. This report is due in mid-February. B. Since the Geotech report indicates the soil to be satisfactory in the tank farm we will note that we are deleting the load test of the borated water storage tank. If ever needed, six feet of sand could be added around the tank filled with water for the load test. C. Dewatering should be discussed in the February report, however, the computer modeling which may be reiluired could dcIny this discussion. l D. The guard pipe on the borated water storage tank line has been closed in an earlier report. g Responses to questions 4 and 14 will not be out until January 15, 1980. E. CSKeele*: is to. notify D. Hood. Draft. rcsponses will be submitted to i Consumers Power Company on January 2, 1980. 1 l g F. Rixford will have a matrix out by December 21, 1979 which should provide locations of answers to D. Hood's memo on the July 18 meeting and informal i l i l
= ~- ...-........n..a u.. o... w l. Additional 50.54(f) Soils Questiens . - File: 0485.16 UFI: 71*01 Serial: CSC-4660 / Page 2 ~ questions noted by TCCooke. All open items on the MCAR should be closed by February 1980. G. John Rutgers took an action item to respond as to whether or not a full time man will be employed to collect or locate all documentation for the 43.3 G) report closure items. 9 83" 4. H. Bechtelis to advise the date of the consultants meeting this afternoon. It was noted that it would be December 10 or 11 in Ann. Arbor. (Note: cancelled after NRC order of December 6) At that time the formal final report will be discussed. The total picture should be completed by dis-cussion of individual subjects. All signatures of consultants should. be obtained. Calculations or review should also be discussed at this ~ meeting. I. Al Boos noted that the resolutions of underground pipe and utilities question was significant to the construction schedule. J. Draft Schedule - During the review of the draft schedules provided by RMWheeler, it was noted that the more detailed schedules should be com-placed by Bechtel in the near future. Discussions with Mergentine will have to be held to determine which unit will be done first on the under-pinning contract. It was also noted that the dewatering spec should be completed by the middle of March. Jim Wanzeck or Bechtel Ann Arbor will advise TCCooke on the 138 kV poles and bore holes in the dike. This should be added as a line activity to the devatering schedule. The { h, Diesel Generator pedestal vibration tests will not take place until 1981. However, the consultants will be questioned as to whether some other means can be used to vibrate the pedestals. Bechtel is to comment on ~ .the draft schedule.und check Mergentine on vibratory application. l II. New 50.54(f) Questions (24 - 34) Discussion was held on individual questions and methods of response. A Bechtel meeting on November 30, 1979 initiated responsibilities for answers to questions and the schedule for same, It was noted that an outline should be prepared by December 7, 1979 and that a draft response should be prepared by December 21, 1979. This should be coordinated with Consumers Power Company i by January 4 '.9 80. Allowing two vecks for review and two weeks for contin-i gency, the. final response should be ready by February 1, 1980. This schedule is tight and realistically it should be noted that probably mid-February would be the earliest date that it could be submitted to the NRC. CSKeeley i will advise D. Hood that we should be4able to submit our responses by March 1 and that we will know more about it in January of 1980 It was also noted in passing, that the dewatering vill be made to elevation 600' with 0.2G i acceleration utilized as the new criteria. III. Since 0.123 appears to be a realistic acceleration value for the seismic event it was noted that a separate meeting would probably have to be held on questions 25 and 26. ' Additional checks will be made witt. Karl Weidner on these subjects. These questio.w and other new 50.54(f) questions will be handled in the same - g manner as they were handled on the.old Diesel Generator task force. l l O m.e
f
- ) tid 1'and Project CWO 7020 -
Additional 50.54(f) soils' Questions. l. j File: 0485.16 UFI: 71*01 Serial: CSC-4660 i . Page 3 0 IV. Underpinning Contract It was noted by both Consumers Power Company and Beclitel that after having reviewed the award procedures, the complaint from the second low bidder had no basis in fact. It was also noted that Bechtel and Consumers Power Company attorney. 5 ave differing opinions on the Michigan PE licensing question. This i question will be raised during the pre-award in Ann Arbor on December 6,1979 and the low bidder will be requested to respond. ~ O e f Attachment M E A *W") f [f ge-gps o m Pe % 0 e t ( a 1 a i 4 a G i 9 e m ,y m. ""'"w
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