ML20071A032

Proposed Transcript Corrections for Nov & Dec 1982 Hearings

ML20071A032
Person / Time
Site:	Midland
Issue date:	02/14/1983
From:	CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:
Shared Package
ML20071A027	List: ML20071A025 ML20071A032
References
ISSUANCES-OL, ISSUANCES-OM, NUDOCS 8302180382
Download: ML20071A032 (48)

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CPCo'O Propos:d Trtn cript Correctione i

LINES IN QUESTION Wednesday, November 17, 1982 TR Line 09013 23 about tech spec or soils minulation. So, basically, issues 09051 12 as a whole. They would hang up over duct banks and such.

Thursday, November 18, 1982 TR Line -

09303 11 not very electrically conductive. It is basically Priday, November 19, 1982 TR Line 09581 9 increase this building's response beyond what they had Monday, November 22, 1982 TR Line 09831 3 is coming from. It is just that there is a reduction to 09831 5 that reduction is not in the sand because it is free for l

09922 17 The lowering or the fine pond could be done concurrently 09942 11 call a guillotine cut, which was available to the same l

t 09942 12 Bechtel 09978 7 0 I see, so you do not anticipate a catch base --

Monday, December 6, 1982 TR Line t

( 10268 15 piezometer up so that it will redirect correctly so that

! 10268 16 it does have an affect somewhere else. This would be of l 10269 18 slow or if the piezometer hasn't level or if it seems l

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, 8302180382 830214

PDR ADOCK 05000329 Q PDR l

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, 'S Tuesday, December 7, 1982 T_R Line 10420 15 is there and which, I'd say, the structure has had to step.

10422 22 building started to settle without apparent motivation.

10526 6 indicate it to be 1.2 inches.

10545 6 Q Perhaps it's clear in your mind, but it's not clear in my mind.

10545 7 A The settlements that occur came from 10573 6 occuring. The secondary consolidation would be much more 10573 7 of a part being caused by dewatering.

W:dnesday, December 8, 1982 ,

TR Line 10667 5 A (WITNESS SINGH) Particulary there are line bor-10670 4 reached this square was with less permeability, so it 10673 19 A (WITNESS SINGH) Yes, I do.

10774 16 predicted by Dr. Peck by surcharging in adding the Friday, December 10, 1982 TR Line 11166 18 MR. RINALDI: I think you should call that a draw 11187 12 A (WITNESS KANE) I think there is 18-19 questions i

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t .f Consumers Power Company Proposed Transcript Corrections Midland OM/OL Monday, November 15, 1982 TR Line 08550 18 need for power issues or alternative energy source issues. We 08551 9 benefit analysis connected with the National Environmental Policy 08551 10 Act in either impending or future licensee proceedings for 08552 11 It is entitled "Non-fuel operation and maintenance 08552 23 MR.PATON: Is there a NUREG number?

08553 16 else that they would want to be taken up. [

08555 5 MRS. SINCLAIR: I would like to yield any time to Ms.

Billie Garde of GAP, who wishes to discuss how their 08555 9 if it is, did the Board indicate that it would take limited 08555 21 require a claim of surprise. And since she is here, I 08556 7 long do you think your statement would be if the Board 08579 21 integrity of the hearing process, and it's only 08580 9 Finally, as a point of personal knowledge, 08581 5 that as a matter of not so much personal knowledge -- I think 08585 12 bearing capacity of the footings on the diesel generator 08585 19 designated as a sigma sub N, normal stress. The ordinate 08585 20 on that draft should be given as Tau, the Greek letter Tau, 08585 23 that diagram should read 0-prime, which it does, is 08586 3 diagram, P-prime should equal sigma sub-one bar plus 08587 17 is 4.4 kips per square foot.

08587 22 takes the maximum sum of the dead loads plus live loads 08588 3 maximum value I could get from the Bechtel project was 08588 7 and that's how they arrived at the 4.4 kips per square foot.

08588 8 I had accounted for about a hundred percent of the 08588 9 live load, and what they found i: that the actual live load going into 08588 10 the building is 25 percent of what they 08589 3 SSER, 4.4 kips per square foot?

08589 4 A The factors of safety were increased about 08590 7 to clarify that Dr. Hendron is referring to Supplement 2 08590 12 THE WITNESS: I was referring to 2-39 of 08590 24 A Bearing capacity relates to neither the pri-08591 13 Normal practice for long term static loads is 08591 14 to design for a factor of safety of three. For short term 08591 24 account as far as the intended use of a diesel-generator 08592 6 monitoring and mapping programs and a displacement measur-08594 11 right now, I want to know in your opinion, as an expert 08594 18 MR. STEPTOE: I object to the question because 08596 20 point of view. So Dr. Hendron has prevailed with respect 08597 25 capacity concerning a controversy, or conflict, between 08599 1 MR. STEPTOE: I don't recall any 08599 2 reference to quicksand in Mr. Gould's testimony. But if 08599 6 the diesel generator building footings that I know of.

Consumers Power Company Midland OM/OL Page 2 Monday, November 15, 1982 TR Line 08600 -

9 ticular testimony because most of it is legible. However, 08602 7 load, static load and accident or earthquake loads, 08602 17 25 include static load plus live load plus an earthquake 08602 24 some computed factors of safety for a dynamic load corresponding to 08602 25 one and a half times the original SSE for the plant.

08603 14 Then if you consider static load, plus live load, 08603 15 plus one and a half times the SSE earthquake, that value 'of ;

08603 18 and the 2.4, are computed for the case that there is no 08603 19 deuatering system and the water level is up to its 08603 20 original elevation,of +627. The real condition 08603 21 for the plant now is going 08603 22 to be dewatered to about elev. 600. The factor of safety for the best shear 08604 9 the dewatered condition.

08605 23 anisotropically consolidated shear strength test pre-08605 25 safety of 2.37 is consistent with both anisotropically 08606 1 and isotropically consolidated tests shown in Figure 13.

08606 5 various samples for the initial density of the fill 08606 6 and initial water contents of the fill before any sur-08606 8 in Figure 14 are from Corps of Engineer borings which 08606 19 it than -- is there a regulatory guide or anything like 08606 22 of any regulatory guide. It is something that has 08606 25 factor of 3 for dead load plus the real expected live .

08608 6 settlements. The factor of safety of two is permitted to 08608 17 A At the factor of safety of one, I would say that the 08608 22 body -- I don't think in the case of this particular structure, 08608 23 that it would necessarily mean failure, that is a 08609 3 increase of foundation punching with an increase in loading 08609 4 at a factor of safety of about one and a half.

08609 17 The Corps of Engineer borings were taken 08609 19 they could be taken; the set of shear strength 08609 20 parameters determined from those samples are shown in 08609 21 Figure 14. Those samples were obtained as close as was physically possible 08609 24 which were taken in the area of the diesel generator building, 08610 1 From information obtained on those samples, which is one 08610 2 of the reasons why I gave the charts on the results of those 08610 4 density of the soil was and what the water content of the soil 08610 5 was. We know that the undrained shear strengths property --

08610 9 from densities taken from the soil sampling.

s 1 f Con:umsrs Power Company Midland OM/OL Page 3 Monday, November 15, 1982 TR Line 08611 - 4 the soils, these type of soils primarily, are a function 08611 -

10 that is why I included the shear strength data in 08611 13 density of 116 pounds per cubic foot, and 08611 15 That is one of the reasons why I worked out two sets of 08612 1 in Figure 14 are more representative of what the-fill is 08612 16 figure of 116 and 122 pcf.

08613 1 clarify again why 2.37 is less reliable? You gave a very *

08614 2 we may apply the principle stresses that now exist

• 08614 3 under the foundation during the application of 08614 4 the static load. We know that each element of soil under the 08614 5 foundation when we have a static laod is subjected to 08614 6 principal stresses which are different. In other words, we might have a lateral

08614 7 confining pressure of a half a kip per square foot, and a

! 08614 8 vertical confining pressure of 1 kip per square foot.

08614 9 There's an initial shear stress. That initial shear 08614 10 stress is caused by the initial static loads on the 08614 11 footing. And what we have done in the tests shown in this i figure, and why it is 08614 14 the footing due to the static loads. That is, we have taken

! 08614 18 tests, you will get a little bit stronger undrained

! 08614 19 shear strength than you would in isotropically consoli-08614 20 dated tests for the same initial effective stress, 08614 21 on the potential failure surface. So Figure 14 shows only the 08614 23 were conducted on the Corps of Engineers' specimens.

08615 1 A This is the stress path that soils under-08615 2 neath the foundation have been subjected to, as closely as we can approximate 08615 7 imposed static load, plus live load, plus earthquake loads.

08615 12 volved here. qt, for instance, looks like it is pressure 08615 20 that that second term is subtracted from qt?

08617 1 THE WITNESS: In the paragraph above 08617 2 equation 4 on p. 10 is where I have defined qt. 9t is basically 08617 3 the load per lineal foot along the wall divided by the 08617 10 pressure is taken as 9t minus Df because that 08617 11 is the differential pressure between th soil under the footing and in the soil 08617 13 that causes the shear stress that would tend to let this 08617 15 smaller pressure out to the side which is Df. But if those 08617 18 qt minus gamma Df would be zero.

08621 20 fine with the Staff. But, I am not trying to try the Appli-08624 13 this testimony that you were given on bearing capacity l 08625 5 contention or part of that contention is addressed.

08625 14 I don't think that is fair to Ms. Stamiris.

08631 15 different static loads and different combination which you I

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Concumers Powar Company Midland OM/OL Page 4 Monday, November 15, 1982 TR Line

• 08632 . 10 and the static loadings. That should be included already in the 08632 18 A I don't know how that was broken down.

08634 7 like this, and this does include the snow loads, and some-

' 08634 8 times wind loads as well. They could be assumed to be 08634 13 CHAIRMAN BECHHOEFER: Well, would an extreme wind 08634 14 load, like a tornado, be taken into account as an

• 08637 24 Dr. Hendron's testimony examines the effect if there 08638 3 factor of. safety quoted in my testimony indicates the water -

level 08638 4 was considered up to elevation +627. Computations were done for both the 08638 5 water level up where it was before any dewatering 08638 6 (elev. +627) and were done for the water level drawn down to below the failure surface considered in the 08638 13 MR. STEPTOE: That's correct. Mr. Paris 08639 3 end up with a different factor of safety. It's a little 08639 4 bit lower when the water level is up.

08639 11 accurately depicted the soil under the foundation, in the 08639 14 Figure 14 didn't relate to dewatering and no dewatering, 08640 23 operate under the dewatered condition, because the dewatering 08641 1 Now, the water level that I considered is clear up 08641 17 for the worst condition, even if that does happen, and 08641 20 above 2.00.

08642 5 until such time as the water reached 627 feet?

08642 11 your testimony that if the dewatering is perfectly working,

, the l 08642 22 a bearing capacity failure involves. And then I said that the 08642 23 factor of safety of 1, that is when the footing really 08646 8 the dry density of those specimens, compared with the water 08647 11 down into cohesionless materials. We don't have a cohesive 08647 13 ing and the southside of the Turbine Generator Building.

There was a hole 08647 14 advanced, and there was material bailed out of the bottom 08647 16 Material was bailed out of the bottom of the hole 08647 17 and this volume bailed out was replaced by material (saturated sand) running into 08647 19 up and out of the hole with the water being bailed out-. It is something that can happen 08647 20 when you are advancing a hole in sand below the water table.

08648 17 are many other borings there that didn't encounter holes 08648 18 or voids. If one were to assume that in every case, l

I

s f Concumero Powsr Company Midland OM/OL Page 5 Monday, November 15, 1982 jg3 Line 08651

• 12 by the duct bank. And anytime I had ever heard of any boring 08651 13 encountering a void it was between the bottom of the footing 08652 1 that extended to all of the site wide soil placement and 08654 3 stratigraphy. And when I mentioned the stratigraphy 08654 6 And then, another boring and samples were taken right next 08654 7 to it to get the samples for tests. Those borings 08654 22 structure. If my memory does not fail me, the ,

08654 23 earlier borings numbered about 30. .

08655 5 THE WITNESS: Also the plan view of the borings 08655 6 and test pits shwon in Figure B2, give you an idea of 08656 8 A If the soil is really cohesionless, a void would not 08657 5 the surface. If it is truly cohesionless, you cannot sustain 08657 6 a void at depth. It shows up at the surface in a little 08657 7 crater or a little subsidence bowl, which is why that one was 08657 8 so conspicuous.

08658 14 structure which is capable of bridging a void when it is 08660 12 A I think there is too much of a time correlation with 08660 13 the drilling of the hole and the development of the crater 08660 14 for it to be anything else --

08660 24 A To the extent you can be 100 percent sure of anythinc 08664 2 large shear displacements due to bearing loads which would 08664 3 disturb any structure. In the safety factor range we 08664 4 have, other structures would not be affected by bearing capacity considerations for the diesel generator building.

08664 8 A Not for the bearing capacity calculations because 08664 9 if you keep your factor safety high enough, those shear 08665 4 some question that the Staff had on Page 2-34 of SER about 08665 7 consistent with the measured settlements instead 08666 18 So if the mat is wider than the isolated footing 08666 19 the factor safety is higher with respect to bearing capacity 08667 2 say, Judge Bechhoefer, is comment that what Mr. Anderson 08667 3 or Dr. Anderson may have said, certainly is not in 08668 2 A Oh, yes. We considered the weight of the soil --

08669 13 dewatering as would be expected with the dewatering.

08670 9 MR. STEPTOE: I am not sure that the seismologist 08670 12 MR. STEPTOE: I have just one question to follow up with the 08670 18 THE WITNESS: As long as it is included it does not matter, but it 08671 6 were taken from the Corps of Engineer borings taken in the 08671 7 area of the diesel generator building. The data points 08671 16 consolidated tests along with anisotropically consolidated ones.

_ - _ . - . - - - = _ _ _ _ .- . . _ . -. .

Consumers Power CompIny Midland OM/OL Page 6 ,

Monday, November 15, 1982 TR Line 08672 ', 8 of the type of test more accurately represents the state of 08672 9 stress in the soil before the earthquake comes along. That is 08672 19 points that are in Figure 14, the points in Figure 13, and 08672 22 charge loading, there's enough safety there in the factors of l' 08672 24 Q So that you would say, assuming you used 2.37 08673 4 in all the assumptions that led up to those numbers.

4 08673 5 For those numbers, we have used a 4.86 kip per square foot 08673 6 load which we actually don't have. Our loads are lighter-tha'n

08673 7 that. Those numbers are also based on assuming that water level is 08673 8 at 627 when it is stipulated to be down between 600 to 595.

08673 9 All of those c'onservatisms are also in-08673 17 have Dr. Hendron testify on seismic shakedown before Mr.

08674 5 have Dr. Hendron sponsor his seismic shakedown testimony.

08674 14 which has been prefiled on seismic shakedown in this 08676 14 evaluation of seismic shakedown at the diesel generator 08677 10 from the borings right in the immediate area of the diesel i generator 08678 19 fill. And, in addition to that, those sands are deeper, 08681 7 north side of the building was lower than on the south side of 08682 1 and the shear stresses applied are higher as a ratio 08682 9 here.

08684 6 I'm not so sure it's fair to combine the DG numbers which 08684 18 shakedown settlements and some smaller ones. There's defi-nitely 08684 21 in computing means, standard deviations and so forth.

08685 8 sometime ago with regard to liquifaction and, how it is influenced by the 08685 9 magnitude of shear stress and the duration of shaking. As i

shaking goes on, you have a fall off of a 1 08685 10 peak shear stress or peak acceleration over a number of 08685 13 like a triaxial cyclic test where you're cycling a specimen under 08685 14 constant stress level and you found that you modeled the results quite well if 08686 16 density would then be higher.

08687 4 there's some shakedown due to the vibration of the Diesel 08687 5 generator motors, then you would not add that to what I 08687 14 THE WITNESS: It would be if we had curves, 08688 2 diesel engines are started up and read them in a con-08689 14 depth which has been taken for the relative density in 08689 19 the effective stress at which the blow count was made from in 08689 22 in the calculations for that boring.

Consumers Powar Comp 2ny Midland OM/OL Page 7 Monday, November 15, 1982 TR Line

> 08690 . 4 others where there was sand.

08691 . 12 words. Are the words partially saturated, which are seven 08691 18 table down due to dewatering so we would have the groundwater 1

08692 4 is the water that is held by the capillary forces.

08692 9 gives you another source of effective stress, and if you 08692 10 would attempt to take that into account the shakedown 08692 13 The test data which I used was for a dry 08694 6 this study as well. ~

08695 23 THE WITNESS: If you want to say that they're 08695 24 cohesionless sandy materials, to that extent they're the 08696 6 concerned. We've assumed the worst case as far as shake-1 08697 16 THE WITNESS: ..In my judgment, it wouldn't because 08697 17 of the magnitude of the deformations we're talking about  ;

l 08697 18 here, a quarter of an inch.

! 08697 19 DELETE 08698 9 I wouldn't expect any sharp gradients in the differentials.

08699 1 about here are not that high a strain from these tests 08699 21 THE WITNESS: No. No, I don't think a 08699 22 static surcharge will make a sand denser under a given 08699 24 JUDGE HARBOUR: But it does affect the clays?

08707 13 now. It should. So lengthen that arrow that designates 08709 18 Applicant's use of 1.5 times the FSAR response spectra

08710 9 not intended for the finding to apply to the borated water 08711 9 intended values in the testimony of Alan Boos and others l

08716 15 sponsoring Sections 2.5.4.4.2 and 2.5.4.5.1.

08716 16 I should indicate that the first section, 2.5.4.4.2, 08717 25 using a .12g ground surface acceleration which 08718 9 seismic response test -- site specific response spectra 08718 11 whether it is adequate to site specific responses, 08719 4 admission of the Safety Evaluation Report, and it is i 08719 10 end of that section which deals with how settlements are 08719 12 an open item in the Staff's view, and Applicant would not like

, to

+

08719 13 have it thought that we have waived any possible 08719 15 has notning to do with bearing capacity.

08720 2 sumers Power have not reached agreement. It has nothing i

08724 8 right time on cross-examination on bearing capacity.

08724 9 DELETE

08727 13 CHAIRMAN BECHHOEFER

I can not see how that is 08732 8 the part where you refer to Section 2.5.4.2, require 08733 5 All analyses that we check with respect to i

i Concumero Power Comp ny Midland OM/OL Page 8 Monday, November 15, 1982 TR Line 08735 - 7 MS. SINCLAIR: Do you know if bearing capacity 08735 14 not have a problem with bearing capacity at the diesel 08736 1 is not bearing capacity. It is settlement. We have other 08736 6 because that has nothing to do with bearing capacity 08736 13 answer so long as he doesn't get beyond the scope of bearing 08736 17 with respect to bearing capacity at the diesel generator 08736 19 respect to problems other than bearing capacity. ,

08739 3 A On page 2-44 of Supplement No. 2 in Section 2.5, ,

08742 7 plant starts operating, and it may be too late at that 08742 19 already made such a commitment, in our responses to our 08742 20 50.54(f) questions and NRC questions with respect to soil 08742 21 fill. So we will track that down and confirm that for you.

Consumsra Powar Company Midland OM/OL Tuesday, November 16, 1982 1

TR Line 08747 -

22 "Mr. Kane can answer the question if with 20-20 08747 24 been a better option in 1978" and they were 08747 25 referring to the diesel ger.erator building.

98748 3 that must be addressed. When you are

! 08748 5 safety alone, it is my opinion that removal 98749 6 Palladino has severely criticized this approach of consider-08751 11 set out for the compaction of the fill in the first ~

08752 19 buildings on poorly compacted soil and that this would have

• 08753 21 CHAIRMAN BECHHOEFER: Those rate matters are not 08755 3 law is, but it's up to Michigan.

08755 18 testimony of Dr. Peck, that there 08755 25 do or should affect the NRC Staff's or the NRC's judgment t

08759 14 vice date of the two reactors.

08766 1 inspectors, which is attendant to MPQAD taking over the 08769 15 hearings as soon as we can in the beginning of 1983, to use the 08774 21 decision, before we write an operating license instead.

i 08776 8 that the underpinning work is the pacing item. Now I 08777 12 that it has to getting this QC inspector 08777 24 work started and instead make an estimate of the 08778 6 date were still a valid one, we would have to compress 08785 11 stipulation than perhaps, the Diesel Generator Building

08787 11 with the information that was supplied to the Staff.

08797 10 composition of the soils. It accelerated consolidation, ,

08797 15 strength properties and their compressibility 08799 3 doing is the equivalent of what that is intended to do, 08804 10 little box and looking at bearing capacity in the iso-08813 20 me to the I&E documente that recorded that information.

08814 15 bearing capacity conclusions.

08815 12 there are voids. On the supposition that there were i voids...

08820 19 and to clear that obstruction it took a certain amount of l time to .

l 08828 9 being a concern but not being related to bearing capacity, 08836 12 reasonable and what's not reasonable. Where the heck is the '

08836 13 plan of demarcation here on this thing?

08846 10 MR. MILLER: Well, with respect ot the service 08846 14 I am not yet in a position to say. I have to consider it, at 08859 1 O And do you have any additions or corrections at this 08859 25 "Were 18" 1 and 2HCB-1 and -2.", insert 08871 9 such as a duct bank or something of that nature, and 08871 11 settlements with the general fill than occurred over the 08872 22 on the pipe, that's correct. We are measuring strain at these '

08873 6 A We have proposed an operating plan -- technical i 08873 12 Q But the FSAR reference that you just gave i 08875 12 inspection was conducted on the borated water storage tank

,---gr ,-n- -

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Concum;ra Pcwer Company Midland OM/OL Page 2 Tuesday, November 16, 1982 TR Line 08877 -

13 a corrosion -- cathodic protection system.

08879 19 were observed, formed the path of lower resistance thus 08880 4 CHAIRMAN BECHHOEFER: Are those instructions 08880 8 they being followed?

08882 3 Q That was the basis for our confidence.

08882 7 A I cannot quantify it for you in linear footage.

08883 9 JUDGE RARBOUR: What is - before you went .

08883 18 It acts in this context similar to the insulation on 08883 21 The stainless steel piping does not have '

08884 15 fically addressed to the service water piping; the 08886 22 look at an integrated effects of the kind of things that 08889 6 respond to the knowledge of the questioner?

08890 22 is SCRE No. 12, you say?

08891 8 in the latest packet of information from Mr. Brunner, 08891 10 10th, that was included there as a final nonconformance 08891 11 report. I do not know whether that nonconformance 08891 12 report, in an incomplete form, had previously been sent to the 08892 14 example, it went in to Mr. Brunner, and Mr. Brunner 08903 6 coating and wrapping has a defect. And I'd like to ask you 08904 24 of the SCRE as reference a M&QS report, stainless steel 08912 10 standards for discharges to those kinds of waters. But 08912 11 I do not know the specific constituents of it.

08915 21 MR. MILLER: Judge Bechhoefer, lest it be 08916 8 ever been requested to address the overall issue of 08919 18 corrosion, did you take into effect or into your analysis, 08920 11 A I believe the cause of the corrosion was one 08922 10 dewatering levels will be below the elevation of the borated 08923 7 you end up with is the net effect, over a period of time, 08923 8 removal from the wall of the pipe.

08923 21 A No ma'am, not necessarily. The service water 08923 24 effect on the plant or its operation.

08925 24 Q Isn't there a procedure of using grinding 08926 10 basis of his prepared testimony. And in his capacity and 08926 11 the position he holds at Bechtel, he oversees that.

08926 24 probably go right to your main concerns that relates to 08929 21 were silica carbide and they are more expensive, a little 08929 23 Department chose not to use this silica carbide and 08933 20 at least four years to his knowledge.

08945 11 earlier, the general area of the fill settlement carrying 08945 15 fill, the shear zone to take place at the wall of the 08945 16 structure -- although whether it would be a discontinuous 08947 8 you just told me that it is factual but why is it 08947 15 to sink more than two and a half inches for its 40-year 08949 6 the back-hoeing process or settlement.

08950 8 it says this is for the pipe that's not being replaced.

08950 24 predicting that will sink? Is that back to the original 08951 4 flyash cement and the old fill, we consider

'Condumar Powsr Comptny Midland OM/OL Page 3 Tuesday, November 16, 1982 TR Line 08951 -

8 service water pump structure and the new fill condition 08951 12 So we have taken, at that interface between the 08951 18 you stated that strain gauges which you determined to be 08953 1 CHAIRMAN BECHHOEFER: On Page 14 there is a list of 08953 19 THE WITNESS: We are staking all the utility 08954 1 two types of fills by means of a material that goes 08954 13 compressibility of this material is such that the pipe .

08956 15 Q Mr. Lewis, can you briefly explain your 08958 2 in the pipe leading that could conceivably be due to 08958 3 failure and loss of function of the pipe. Again, the 08965 3 that would not tend to float, if you will, with water 08965 4 levels if should rise. I would not expect to sea any l

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Consumera Power Company (Midland OM/OL)  :

1 Wednesday November 17, 1982 l Tj3 Line 08975 17 statement for S-3, and it seems -- I don't know how much 08977 10 NEPA. That statement is our order, so you have to focus .

08977 21 conduct of these hearings so far deserve the Board's 08979 23 briefly, let me point out that Dr. Roger Staehle, an 08981 14 implications. The corrosion products can 08981 17 valves by gathering in the seat of-valves.

08982 4 for consumers that ranges in the hundreds of ,

08982 5 millions of dollars."

08982 6 Unless t'ese kinds of issues are fully 08982 12 It was my nope that the discussion of 08982 19 I would hope this Board would allow 08982 24 plant in a realistic way.

08983 20 hundred-fold, and I would, on behalf of the company, 08985 11 put it in, whether it was Bechtel who put it in --

or a 08992 14 in camera. Maybe their identities could be protected that 08998 3 2.5.4.4.5.

08998 6 2. Also, Section 2.5.4.6.2, Section 2.5.4.7, 08998 14 change. It appears on Page 2-39. The second paragraph 08998 7 Section 2.5.4.8.

08999 19 resolve at the Tech Spec. time.

09001 4 of monitoring the pipes during -- underground piping, during

! 09001 21 settlement, strain and rattlespace of the underground 09002 3 I think the possibility of, after five years, of 09002 4 eliminating all settlement monitoring, is remote.

But what I 09010 23 before the operating license is granted for this plant?

09012 12 intensified in the advanced stages of that review. -

09031 9 excedence of the tech spec criteria be reported to the 09038 19 A (WITNESS KANE) Mr. Marshall, may I attempt to 09041 18 It is the Applicant's expectation that that pipe 09051 7 would settle along with the fill; and hence, there 09051 10 weight and all of this piping -- the piping and the duct 09054 25 soil settlement will be transformed to an equal torque 09055 19 A (WITNESS CHEN) Well the monitoring program is 09055 20 intended to pick up changes in longitudinal stress that is 09055 25 is no affect on the annulus clearance of the wall

Consumnrs Power Co.

(Midland OM/OL)

. Page 2 Wednesday, November 17, 1982 TR Line 09058 '

4 the pipe leading to the valve pit. The correction is

. there is a 4

09060 21 dition where we would not be getting unacceptable settlements, 09062 7 the Borros Anchor which permitted us to view the amount of 09063 6 plots for the Borros anchors, and I think Mr. Lewis 09063 14 - which will address the long term settlement time of the -

09067 22 by the same Borros anchors that we have used to evaluate -

09070 3 based on what I have seen of the Borros anchors and the 09071 2 pipe that's in the old fill and the pipe that's in the 09071 20 WITNESS CHEN: For t'he piping in the vicinity of~

09073 25 think the Borros An'chors were installed and read.

09074 21 the point of time that the Borros Anchors were placed in 09074 24 inches of maximum settlement from when some Borros Anchors 09075 5 that you said, the Borros Anchors are already installed.

09076 9 measurements we get from the Borros anchors.

09077 4 crucial because our observance of the Borros anchors is 09078 14 Borros anchors and the behavior, it would not be a concern, 09084 22 washout, apparently, was much larger than what you are 09085 12 was put in for different soil settlement effects.

09086 11 affected by the settlement, and we feel we have 09088 2 is supported past the soft spot. I would say that it 09088 10 fill and we get to a point that indicates less than those 09088 12 that it is soft to where you'd have a problem.

09088 16 markers but that does not mean we think ther is bridging l 09090 21 presents the subsurface information by the borings, if 09092 20 drain. What I want to know was what effect it will have 09093 25 due to frost heaving or to differential soil settlement l 09085 3 proposed, do you have an opinion on whether the plan to 09098 3 inspector within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> and he would be required to file a 09100 4 the proposed technical specifications.

09100 13 "If either the allowable strain average 09100 15 reached at a monitoring station, or 75 per-09100 16 cent of the vertical settlement criteria is 09100 17 reached, a Special Report rhall be prepared 09100 18 and submitted to the Commission pursuant to 09100 19 Technical Specification 16.6.9.2 containing 09100 20 an engineering evaluation of the situation and 09100 21 description of remedial actions. Initial 09100 22 notification shall be by telephone within 24 09100 23 hours and confirmed by telegraph, mailgram 09100 24 or facsimile transmission no later than g-wwm- 7 'yeTe-r+---rw -ti ---g-m-- pr. e s-- -m --e,- ---+--m- e m- -

Concumoro Power Co.

(Midland OM/OL) l Page 3

Wednesday, November 17, 1982 TR Line 09102 . 8 identified in Detail 1, Figure 2.11 of the SSER, page 2-37.

09102 -

9 The figure indicates that some of the lines were profiled, 09102 10 some have been rebedded, some have been verified, some are 09102 12 In addition, the rattle spaces that are going to 09102 18 diesel fuel lines inside the building were not in place 09104 6 are shown there. They are 8 inch 1HBC, 310 and 311 09104 9 five percent which is acceptable.

09104 13 will be 4 percent on ovality and .48 percent on strain.  ;

09104 17 diesel generator building, the rattle spaces will be moni-09104 20 1HBC 81 and 82, have been rebedded.

09105 2 The 8-inch, 2HBC, 310 and 311 lines will 09105 3 be rebedded and the 10-inch OHBC 27 and 28 lines 09108 22 Contention 4-C-f?

09111 2 capabilities for that line from the inside.

09112 5 direct testimony with respect to the other contentions, 09114 7 not required to be accounted for any of the code 09114 21 JUDGE HARBOUR: So it had free ends inside the 09115 12 0 listed pipes. There are some exceptions, but this is 09116 7 extends in the north-south direction directly north of 09116 8 8-inch lHBC311.

09131 6 indicate the condensate lines were severed at the Turbine 09140 14 MS. LAUER: Judge Harbour, Mr. Paris should 09143 16 MS. STAMIRIS: Well, if it was determined, after 09148 7 0 I call your attention to Section 3.12.1 09149 1 "An independent check of the pipe wrapping 09149 9 anything, could have happened to these pipe wrappings.

1 09149 22 A Well, the service water and borated water from Borated water 09150 5 Dr. Weeks is here to testify on corrosion from the outside 09150 7 inside of the piping, extending outward. DELETE how does that 09150 8 DELETE LINE 09151 9 be liquid effluents from the Midland Plant, and it concerns 09151 10 some questioning about the piping carrying these corrosion 09152 4 A (WITNESS WEEKS) These are very small quantities.

09153 13 of radiation on corrosion processes unless the fluxes are 09153 24 cited them in my statement this morning. Dr. Roger Staehle, 09154 9 A (WITNESS WEEKS) I, without having Dr. Staehle's 09154 18 chemical plant or an oil plant, does become a matter of 09156 19 there's any leakage, could enter the radwaste system.

09157 11 an unstable phase. It is protected by a series of pro-

, 09157 23 in all the plants -- these get into the radwaste 09158 13 in this Table C-4, these corrosion and activation products,

donaumarc Power Co.

(Midland OM/OL)

Page 4 Wrdnesday, November 17, 1982 TR Line 09161 -

11 A (WITNESS WEEKS) I would not say that yor are. I was 09161 15 hydrogenions.

09161 16 From the point of view of hydrogen ions, both 09165 8 3-43. It talks about some pitting, and it says the utility 09166 20 Q In your last paragraph on Page 3-43, you talk 09167 18 zine anodes that you talked about in your last paragraph.

09167 23 redundant, they would have the same effect. The zinc ~

09170 23 wires, not the galvanic protection --

09172 7 reports, and that's the later of the two that I reviewed,. ,

09173 17 an analysis -- an analysis, reading from the abstract, was done at .

09173 25 aggressive because of the extensive pitting -- highly 09175 8 and I believe it is'on the first page of their SCRE 12, 09177 14 for the second sentence in Paragraph 1 of SCRE-12 that 09186 3 " Elevated chlorine concentration in por-09187 3 affect the corrosion. When it reacts to form choride 09188 6 sodium hypochlorite form?

09180 11 added, if I read the footnote, as sodium hypochlorite.

1 i

1 I

I

]

1

Conaumers Power Compcny l Midland OM/OL Thursday, November 18, 1982 TR Line 09200 15 that issue, and to tell an uncounseled intervenor that we 09202 13 that we are deferring Contention 4 and therefore, Ms.

09202 16 going to issue a decision, a partial initial decision 09202 20 Mr. STEPTOE: There certainly has been no real restric-09213 2 A (Continuing) " Coal tar saturated felt wrapping 09213 9 to the stainless steel piping in that area were heavily -

09213 13 be conducive for, I guess I would claim, adequate cathodic ,

09220 6 a man with me here who is the site galvanic protection 09222 18 A I'm employed by Consumers Power Midland Plant 09223 25 tank farm area.

09224 1 0 That is near the borated water storage tank?

09226 22 coke breeze.

09227 2 THE WITNESS: Coke breeze is a by product of 09236 2 not working are for reasons that are very obvious, that the 09236 3 anode lead has been disconnected, cut, because of digging 09237 17 She is asking him about the process, about the design process 09242 15 A Installation, I do not do that construction.

09251 24 that system off. So I am cognizant, or I am aware 09256 6 already in place with this coke breeze? Or are you 09256 8 they are and just having coke breeze for the new anodes 09256 17 know, replacing the anodes in coke breeze. If they had 09257 10 it, were the reason that you are going to coke breeze 09257 24 making a change to coke breeze, my next question was --

09259 17 breeze than with concrete?

09259 23 the witness's answer was that the coke breeze would pro-09282 24 next to stainless steel pipe is just going off down a l 09282 25 side road, which is not important. And we have had j 09296 1 They looked into the boxes this morning, and the l 09298 11 I guess I will be a part spokesman here -- is that we 09299 6 necessarily.

09299 8 things -- we see these items that are non-Q systems that 09301 4 Scott Woodby referred to, doing the job.

09302 7 what I would call an IR dropor voltage drop in the 09302 16 to have a significant effect on the performance of the

09303 12 cinder from burning coal. So it is like cinder ash.

l 09308 21 WITNESS COOK: Sure. A dark colored cylinder. It 09309 1 WITNESS COOK: Let's see, this paper is about eight and a half 09310 5 but they are not part of the cathodic system. It will 09310 12 fourteen and a half percent silicon cast iron.

09321 14 the defense in depth system that we have talked about 09321 18 in depth system, including the wrapping and so 09324 5 should you not place more emphasis on the worst possible 09324 8 MR. STEPTOE: Objection.

l 09324 21 condition exists at the present time.

Consumars Powar Comp:ny Midland OM/OL Page 2 Thursday, November 18, 1982 i

TR Line 09325 - 4 make the pipe more cathodic, no. The current would have 09326 14 MR. STEPTOE: The cause of what, sir? The cause of 09326 20 WITNESS WEEKS: Well, if we are back into speculation 09326 21 again, sir, I have three thoughts that come to 09338 8 I did not make an attempt to look at every lug.

09343 16 environment and preventing its oxidation.

09366 14 all it says in the report. I am looking in the 1981 ,

09373 8 to find out why the galvanic protection system affecting a ,

a 09377 20 the SCRE-12, which is Staff Exhibit 15 a project 09379 4 which is consistent with the second sentence in 3.12 which 09379 17 more -- what I am trying to drive at is what additionals 09393 25 phrase, "Bechtel Quality control Inspectors",

09394 1 DELETE 09394 2 I am informed b-j my client, the people 09394 5 were not in the quality control department.

09395 10 ing in practice at the site at the present time -- or the 09397 11 MR. STEPTOE: We're looking into Ms. Stamiris' question 4 09398 1 for the service water pump structure as for the Harbour 09398 4 I would ask the service water pump structure panel 09398 14 MR. WILCOVE: Judge Bechhoefer, you just asked 09398 25 Dr. Harbour expressed the concern that, "We would like to 09399 2 be reliable as well as accurate. Large data gaps should 09399 4 with sand."

09400 20 These are extensometers which are a variation 09400 21 of LVDT which are installed on our walls to measure 09400 23 and I believe that is about all. We also have thermocouples 09401 10 extensometers as being ?ive feet long, and they are 09401 16 using is actually state af the art. It is the best 09401 17 possible LVDT that can Lt bought for the project. We are 09402 2 tation collected?

09402 4 by the computer. The computer is automatically set 09402 5 to scan every hour, at which time it will 09402 6 run through the complete cycle of the electronic 09402 17 Q And this printout information goes to whom 09403 7 dures, procedure OP-40, which is obtaining, reducing and  ;

09404 14 scans on the dial gauge reading until the system was back 1 09406 7 take the form of jacking additional loads into the piers

, 09406 8 and underpinning that har been installed to date.

09406 10 possible to jack additional loading into the piers? l 00406 14 soil and the piers themselves to carry this load.

09406 16 capacity much beyond their rated limit.

09406 18 penetration area will be supported first by the grillage i 09406 20 tip of the electrical penetration area and this grillage  !

09406 21 system which is supported on tiers and columns has been l 09406 22 designed for a capacity of some 4,000 kips load.

09407 3 in a place where you did not have a pier to arrest the i

1 l

s s

• Consumer Power Company Midland OM/OL

- Page 3 Thursday, November 18, 1982 TR Line 09407 6 sort might be required is in the mining of the tunnel 09409 6 this goes to their resident structural engineer who as 09409 7 defined specification C-200 has a trigger, if you will, for 09409 11 In the unlikelihood of a substantial movement defined 09409 15 correct the condition and there are provisions for follow-up

, 09410 2 Q In the more likely event that the movement is

, 09410 5 answer your question because it depends where one is -

09410 13 limit, then this is highlighted and there are provisions, '

09410 17 designers backed by the consultants to develop a plan of 09410 19 Q Mr. Boos, we have had some discussion about 09411 2 and a requalifying level which the witness referred to.

09412 17 of increased jacking force, could be instituted. The 09413 6 building for the construction condition and seek to determine 09413 7 in terms of deflections, what is the tolerable 09413 9 We calculate that and show it to the NRC for them 09413 13 Most of the time, we take half of that for the alert 09413 15 a very conservative analysis of -- the ability of a structure.

So in 09413 16 reality, the structure can tolerate a lot more than what 09413 18 limits -- we do review them before we put out the criteria 09413 21 alert and action limits for deflections.

09414 1 critical locations in the building, using extensometers 09414 2 Once we have these measurements, we have our j 09414 3 lengths. So with those, we get the strains. So the same 09414 10 physical meaning like, for example, we_would settle for 09414 11 two-thirds of the yield strain for action limits 09414 13 remains as alert limit.

09417 2 set of figures. If it is okay, I am going --

09419 7 move toward each other, which is the worst possible 09419 14 FSAR SSE, or the 1.5 times the FSAR/SSE?

09419 17 structure for the larger earthquake whether there 09419 21 earthquake for this project, and if that is the case, the 09419 23 the reason being the Turbine Building is so flexible that at 09419 24 that frequency level, FSAR/SSE and site specific SSE our 09420 5 same reason. It is in such a frequency range that it isn't 09420 18 chipped back if it were necessary to provide additional 09420 25 on the figures at 659. I have two inches clearance between 09422 25 direction. So that we do have coverage of the building 09423 11 covering the entire plan dimension of the building.

09423 16 Applicant's Exhibit No. 27, the five pages of drawings, the 09424 10 numbers which appear in these tables and the SSER.

09424 21 is a difference, slowly so that we can all keep pace with 09426 10 Maybe this is the right time. I can point out why 09426 14 that time we hadn't finished the Turbine Building 09426 15 analysis, so the numbers given in the sketches are 09427 4 That would correspond to the sketches 2, 3 09428 4 -- is it a correct and accurate representation of what it 1

. , . _ _ , _ _ t _..

m ,. ~ . _ _ . , - . _ _ - -._--,. ,-- --, ~~e------ - - - r-- ~ - - - - - - , - - - - - - - - - -

Consumnrs Powar Company Midland OM/OL Friday, November 19, 1982 TR Line 09433 13 of the Staff's service water pump structure witnesses.

i 09435 4 Could welding at more distant locations have 09436 3 recommended inspection has been performed and we have 09439 18 to 5 of SCRE-12, is the statement that, since the failure 09444 19 was identified in the 1979 report that was separate from 09444 23 A Possibly not. Could you indicate what's the surface .

09449 22 assume it could be the worst cause instead of the more .

09459 17 leading anywhere, were not contributing to the record, 09469 24 steel pipe a green deposit was reported.

09470 17 a green deposit was reported.

09471 1 deposit, or the green deposit, which I attribute to 09473 19 A In conjunction with the failure analysis?

09477 6 structure testimony.

09479 25 determined to meet, the criteria for the construction 09481 1 MS. WEST: It is now one total paragraph, the 09482 9 " Base slab at -- and we add the word 09482 10 " Elevation 620 feet, O inches".

09482 12 have load combinations, the fourth one from the top, there 09483 10 co-sponsoring Sections 4.7, 4.7.1, 4.7.2, 4.7.3 and 4.7.4 09484 7 "one-half".

09485 16 word " seated".

09486 9 "Six deep seated benchmarks will be 09486 14 the south corners".

09488 13 A (WITNESS GOULD) Section 8.

09488 19 "O", which represents a blow count should be corrected to a number "40".

09489 8 table, the last line on the table, the units under

" Coefficients of 09489 9 Consolidation" should read " centimeters squared,"

09491 2 Q Dr. Shunmugavel, I would like to direct your 09491 4 gives the acceptance criteria for the relative vertical dis-09491 15 Q Do you have a comment on the conservatism of 09491 17 A (WITNESS SHUNMUGAVEL) Yes, I do. I do believe 09492 2 tion to the changes you made in the strain monitoring 09492 12 action level corresponds to two-thirds of yield strength 09492 16 Q Dr. Shunmugavel, if you do perform the calculations 09493 10 confirmed those areas to meet ACI 349.

09493 17 elements for various load combinations and points out to them 09493 23 due to the latter type of manual analysis which showed these changes.

09494 3 0 I'd now like to direct your attention to Figure SWP-13 in Volume 2 of your testimony.

l l

Consumsrs Powar Company Midland OM/OL Page 2 Friday, November 19, 1982 TR Line 09495 - 11 designed for actual load, shear and moment. These loads do 09497 4 Q Are these the results of the latest structural 09497 6 A (WITNESS SHUNMUGAVEL) Yes. Unfortunately, the 09497 18 structure of one inch. By this number, we need a 09500 13 vice water pump structure or the circulating water intake 09501 25 What I'm referring to is basically the base slab--

09502 19 water intake structure is intended to be founded 09505 6 involved with the preparation of the FSAR so in terms of. [

09507 5 It seems irrelevant to me to whether the remedial

. 09515 5 OK. It may be answered.

09516 16 tendons are installed near the roof level of the building 09517 8 Figure SWP-14. They are anchored on the north end and 09519 18 .3 inches. That is far below the gap we have.

09519 19 Since they are not close anywhere to the actual 09521 8 doing any analysis like the one you have talked about for 09521 9 circulating water intake structure.

09527 11 with this fill that we're talking about that's

, 09527 17 connected to the underpinning or soil remedial measures.

09530 5 about the service water pump structure.

. 09530 21 that the crack patterns as well as the drifts exhibited I 09531 8 has questions on the effect of the dewatering of the service

09533 16 a rather small or rather gentle, fairly uniform effect, if 09533 22 a perturbation, that it would be in the northerly 09535 4 July audit numbers, one of them was smaller and another one 09537 12 you will recognize that the deeper portion was founded in what 09537 18 shading here to try to differentiate to-show you the 09538 6 so that generally, at least several feet exist here between 09538 8 the slope. Without going back to construction photos, it 09538 9 is hard to quantify, but it would be somewhere perhaps in 09540 16 MS. WEST: Mr. Boos, are these drawings you have 09540 17 made on the face of your copy of figure SWP-37 09540 19 MS. WEST: Is it an adequate representation of the 09541 25 discuss surveying of the settlement markers. What type 09542 18 " read" finer than that, but the accuracy -- he has confidence 09543 6 MR. WILCOVE: Sequence, I'm sorry, the orders 09544 6 DELETE 09545 6 concrete placement was to give people an idea of the 09545 17 that will be constructed at El-585? Whoever can answer 09545 21 of removing shallow pockets of alluvial sand in order 09545 25 bracing of the excavation with sheeting, should the 09546 9 alluvial sand is encountered at that level -- a probe 09546 13 to extend below the adjacent pier, than sheet piling 09546 14 will be -- lightweight sheet piling adjacent to the 09548 14 0 Is it also .03 inches for the service water pump struc-ture?

Consumers Power Company Midland OM/OL Page 3 Friday, November 19, 1982 TR Line 09549 9 this full amount be applied to the bearing strata?

09550 4 a duct or other utility which precludes the placing of this 09550 5 extensometer in an overlap position, we may not do that 09550 8 Dr. Shunmugavel just said, that the intent is that they 09551 16 here would be gradual, as opposed to sudden, because of the 09553 14 as to the need for driving these fore poles ahead of the

! 09553 23 is being approached, as opposed to it actually being reac,hed' 09565 13 MR. WILCOVE: I have one more question, not 09566 16 see how that pier is jutted out the left, and that's the 09567 12 talked in terms of the structural or the geotechnical 09567 13 resident engineer,.for instance. Are the field 09567 25 MR. WILCOVE: Thank you. Now I definitely 09568 15 in the FSAR were designed to a safe shutdown earthquake 09569 1 add to it, which is underpinning walls and the connectors, 09572 9 displacement numbers for the service water --

09577 6 A (WITNESS SHUNMUGAVEL) Let me answer that. If we 09577 13 being a light structure at low frequency it doesn't respond 09577 19 0 Is the difference between .5 and 1" sufficiently 09578 6 659 and the effect that the site specific earthquake would 09578 18 A (WITNESS SHUNMUGAVEL) That would be true for 09579 9 I said, no, because I need a clearance of .9 inches and 09581 8 A (WITNESS SHUNMUGAVEL) It so appeared, it did not 09581 20 For the Turbine Building along the north-south 09582 8 which is at or above ground level, that number is .4.

09582 17 Ms. West: No Redirect 09584 11 events or -- unplanned events I think is what the word 09585 4 That probably would absolutely have no effect on the ver-09586 6 the resident structural engineer, depending where we i

09586 11 So, again, I'm not trying to be uncooperative, 09586 14 to that degree that we have been able to -- in setting down l 09586 15 an intensive meeting between all the parties involved, 09587 18 the alert and action limit, that within 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> -- it 09587 22 work with the consultant, to give us a second tier, if 09587 23 you will, of action 09588 1 But the overtier, the conservatism that we 09588 5 more knowledge, like Mr. Burke or Mr. Gould, like having l 09591 18 description of increasing the jacking forces is 09591 21 aggressive movement of data, to attempt to arrest a movement.

09592 18 when you merely reach an alert level. But, I must say, 09592 24 and we, meaning the site manager's office, will notify the 09593 14 JOHN MATRA 09593 15 JOSEPH KANE

09593 16 FRANK RINALDI l

Concumsrs Powar Company Midland OM/OL

. Page 4 Friday, November 19: 1982 TR Line 09596 - 7 this, and that would be Section 3.7. 3.8.3, 3.8.3.2, 09598 ' 8 water pump structure, in the second line it scys "and 09598 9 LVDTS."

09598 12 read "11 to 20 feet long."

09601 7 spelling, misspelled buoyancy force. Reverse the "o" and 09602 4 item with "for the initial jacking loads". The start of 09602 5 that Item No. 1 instead of beginning with "the pier will ,

09602 6 be lowered", make a lower case "p" on there and insert .

09604 13 paragraph before the subtitle Dowels and Rock Anchor.

09605 5 SSER do you wish to sponsor?

09608 20 Q Sketch No. 2 -- that the gratings which jut out 09608 25 situation is that the grating is not a structural member.

09609 6 affect the structure. It would only damage the grating.

09609 7 QAnd that grating is made out of concrete?

09609 9 Q What is that grating made out of?

09609 22 a slight resistance; nothing to be concerned about. I 09609 25 grating.

09610 3 grating would give way if they do come in contact so as 09610 7 effect on the grating.

09610 12 type of component that the grating is. And the review 09610 13 would determine that the grating is not part of a 09611 10 if you were taking the gratings into account that there 09611 16 grating is not a structural member that would control 09614 19 Now, that grating will do nothing but absorb 09615 11 I mean, if that grating material was a very, very strong 09616 3 material those gratings are made of to be certain that 09616 20 the feet, which is a massive reinforced concrete structure, 09617 1 crush the box. In this case you will crush the grating 09618 2 JUDGE HARBOUR: That the grating has small

09619 23 any damage on the grating.

09619 24 The more the damage of the grating occurs in 09620 8 standard review plan, for example, is to satisfy that 09620 17 the integrity of the gratings during this situation.

l 09620 20 dimensions of those gratings?

i 09621 3 it be a relatively simple thing to look at chose gratings i 09621 23 walked on those gratings, I know those things 09621 25 would readily collapse. That's the word I used yesterday 09623 11 this, from the top to the bottom is inch and a half, 09625 6 us relative to the service water pump structure.

09630 21 Q At page 2-50 of the second supplement to the l 09631 13 WITNESS POULOS: It is on page 2-50, strain and concrete.

09623 3 JUDGE HARBOUR: With a given page 2-50 --

09634 3 on these 0007 and 0014 values.

09634 14 in agreement on the new limits, .0007 and .0014 inr. per

Consumers Power Co.

(Midland OM/OL)

Saturday, November 20, 1982 TR Line 09646 22 Dr. Staehle which was the basis of some of the information 09650 3 I would make was that I am not sure that I followed Ms.

09650 23 this is through a motion to reopen the record, 09650 24 with the article to which Ms. Sinclair refers attached to 09651 2 if she found a corrosion expert who had some new important  ;

09651 5 I would like to add, Ms. Stamiris, that I believe 09651 6 we have filed discovery requests of Ms. Stamiris which 09651 11 Ms. Sinclair did say to me after yesterday's -- or the 09652 3 to listening to that witness.

09656 7 Defense Council decision overrule the U.S.

District 09654 23 flouting of the law of the land and the 09659 3 operativa methods for the permanent 09678 1 to the environmental effect of the uranium fuel cycle in 09682 22 there has been no showing that it will not do so.

09686 9 the stand, I expect to talk about the Warren contentions on 09686 10 Monday and Tuesday. We have now presented evidence on 09686 12 should be entertaining those contentions, at this 09686 13 point, in light of recent precedent. I don't want to 09688 3 contention 4Cb 09690 10 A (WITNESS KANE) The fix for the service water 09690 16 the same elevation on the till.

09691 6 ferent soil settlements for that underpinning service water 09692 10 stability and the settlement of these retaining walls. The 09692 11 settlements that have occurred for the Category I wall have 09692 12 been small. The explorations that have been completed in 09692 16 with respect to the service water pump structure was not 09692 17 part of the soils settlement problem, because the settlements 09696 2 and shear in controlling locations which showed that the 09696 3 moment and shear at the chosen location were determined to be 09696 15 specific response spectra and remain acceptable for a 09700 1 matters covered yesterday such as grating or not. I think l 09700 5 questions on the grating situation, and the other

! 09701 1 site specific response spectra for the underpinning 09705 18 designs, the two spectra designs. Is that correct, Mrs.

09709 1 the site specific response spectrum is going to be applied 09709 12 All Category I structures at the site.

09709 20 were a lot of wells located at the service water pump 09716 3 mation which is being developed by Structural Mechanics 09716 4 Associates, which is a consultant to Consumers, which shows '

09716 9 spectra envelope is over the site specific spectra, l 09717 4 frequency for one hertz and ten hertz, the 1.5 FSAR  !

envelopes.

)

1

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• Consumers Power Co.

(Midland OM/OL)

Page 2 Saturday,-November 20, 1982 TR Line 09719 - 2 are needed for safe shutdown of the plant and those

09721 6 either that the. fill has not settled significantly or that 09721 8 not follow the fill settlement.

09721 24 ment in the analysis for the forty year life operation.

09723 23 fill soils?

09723 25 founded on the glacial till and a portion which is founded

• 09724 3 not part of the overall soil settlement review because if, 09724 4 settlement was small and because no 1 rose sands had been 09724 8 Q Mr. Kane, the fact that its settlement is small, 09724 10 settlement in the future or a potential for a cantilever 09724 15 we would not expect it to show settlement, significant

, 09724 16 settlement.

09726 7 MR. STEPTOE: -- or about the wall or is this 09731 16 competent glacial till.

l 09732 18 underpinning wall, which is now going to provide the 2 09737 10 the two walls. They are close together; am I correct?

09743 1 tables as well as for the boring figures, L-6 through L-9, i 09743 18 A These figures show the location in plan view 09746 5 A Yes. Some additional borings, those required 09747 3 looked at, in how many borings are evidenced the sand 09747 8 isolated pockets or isolated cases?

09747 12 to the buried diesel fuel oil tanks?

09749 6 two parameters of seismic input, and they involve the 09749 9 0 Can you state what parameters were used in each 09749 12 of .19G and an earthquake magnitude of 6.0. Earthquake l _09749 21 response is the 5.0 to 5.3, using 6.0,ois conservative j 09750 2 mean to say .19G rather than .1 l

09750 3 A I thought I said .19, yes.

09750 10 cycles of significant stress reversal, and the 5.0 to 5.3 09750 18 taking six cycles of an average cyclic stress ratio not 09751 10 for -- the site earthquake record providing the .19G.

09751 20 In this equation, we compute average express 09752 16 THE WITNESS: Cyclic shearing stress ratio.

09752 17 JUDGE HARBOUR:.Was the same cyclic shearing 09753 11 A Absolutely; it could not be correct if that data 09764 19 listed to hundredths of a foot. East 524.39.

l

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• l Consumers Power Company (Midland OM/OL)

Monday, November 22, 1982 TR Line 09783 - 24 give you the pages. Page 2-35 and Page 2-42. The one most09786 10 be pipe?

09787 1 to do more with the actual installation of the walls. But 09787 3 a hydrological consideration.

09787 10 cate on page 2-4 is the input of the hydrologic engineer-09787 11 ing engineer, 2-4. ,

09795 1 But if I were to have a loose layer strategically ,

09795 6 Q Do you know of any foundations of safety 09797 22 site specific response spectrum earthquake or could it 09798 4 Q Excuse me. Earthquakes that exceed the --

09799 18 continuous, that's significant?

09799 24 it has to move the soil around it, and unless it were also l

09800 25 steepest gradient is going to be vertical seepage. In 09801 6 start to develop a mound where the gradient from the pipe 09801 7 break which would be vertical unless we had a clay layer that 09805 5 recognizing that is the design condition we are 09806 17 difference from penetrating a conduit; therefore, 09814 5 the water down will remove pore water and will lower the 09616 12 A Dewatering does cause the effect of buoyancy 09820 24 " Total settlements based on the adopted 09821 3 Units 1 and 2, respectively.

09821 4 "These estimated settlements include a supple-09823 5 safety related structures that is being analysed in the i

seismic 09826 11 are, the basis of judgment, that's . . . the input into the 09827 11 very impervious and we have indications that it is under 09830 3 added to the cooling pond as a result of the emptying of the 09831 1 It is felt both those water tables are a reflection 09831 4 the impervious clay layer, which, when you get to the sand, 09831 6 seepage and it has a higher pressure than the clay.

09831 16 you will find that there is a discussion of the decay heat removal 09831 19 at that point, you bring on the decay heat removal system to com-09832 10 would take 36 hours4.166667e-4 days <br />0.01 hours <br />5.952381e-5 weeks <br />1.3698e-5 months <br /> total to get the plant to cold shutdown.

09834 7 cool, what we call the core cooling system.

09835 11 pond and associated ground water in the plantfill area?

09835 13 refer to it as the aquifer or the upper ground water 09836 10 Q So at the present time, you know of no 09837 8 water move up from the lower zone into the upper ground 09837 12 pressure is higher in the lower ground water system.

09844 11 would both be influenced by the same source.

Consumers Power Co.

(Midland OM/OL)

Page 2 Monday, November 22, 1982 TR ,

Line 09846 19 made an attempt to put a cut-off wall in you have also 09847 1 is, but I am aware of your objective of installing those 09866 5 on-site power simultaneously, and we are viewing the 09866 12 it apparently was abandoned. We did so based on the Board 09866 13 notification that we received from the Staff and the Appli-09866 16 MS. STAMIRIS: Was that basis 3 still of Conten- , .

09866 21 Building. In this basis as well as in some of the other '

09868 15 in its responses to interrogatories which may be linked 09869 21 CHAIRMAN BECHHOEFER: They are all bases.

09872 8 Miss Sinclair's contentions and Miss Stamiris' contentions, 09879 2 which include the resources that the company is prepared 09880 10 is an optimistic schedule to take five or maybe six days 09882 6 is going to take six months or six years, we are convinced that 09882 24 has supplied to Consumers Power Company their own estimates, 09883 3 to use before March lat; that in fact, they do have those 09885 10 needs to know so that the Staff may pace its review.

09885 15 I think the Applicants have given the 09886 11 just dealing in the realm of the hypothetical completely at 09890 9 Comanche Peak case, dealing with the Board's sua sponte 09890 12 believe that virtually all of the substantive matters 09891 5 presentation, and perhaps more importantly for all the 09893 10 the cooling pond under the fill soils and the power block 09895 16 title -- but the Applicants have a motion with respect 09896 15 MR. MILLER: There was a request to admit.

09898 24 the word " submersible" is spelled wrong.

09901 20 on an analytical model, while this Staff had preferred a 09901 21 full rechange test to verify those numbers, and which we 09901 25 for recharge time.

09902 3 requiring. We knew that the more recharge time we had 09902 20 in order to maintain the water level in those two critical 09904 7 Ann Arbor office in June of 1979 and became involved with the ,

09912 1 less frequent basis than what we would have liked to have  ;

09913 5 A I'm referring to FSAR Figure 2-457, which is a 09914 5 sand that we're pumping from is thicker. That's one of the 09916 7 the plant site, primarily, along the flood plain of the river 09916 17 are in the FSAR or the referenced document.

09916 18 0 In Section 2.4 someplace?

09917 5 data and the degree of hydaulic matching between the.

09917 7 size analysis of the lacustrine sand, would I be correct 09918 3 Q Is there a total of three or how many are there?

09921 5 the impervious clay liner should be put in, in the bottom 09922 18 with the DNR Fish study. I am wondering if you have 09922 23 As a matter of fact, when they lowered the pond, I

Consumers Power Co.

(Midland OM/OL)

Page 3 Monday, November 22, 1982

_TR Line 09923 - 11 and you hope it is doing its job versus an active one which 09923 15 an effective fix witnout internal observation 09923 16 similar to what we have now. We would have probably close moni-09923 24 So you still have to rely probably on a series 09924 1 to maintain the site dewatering conditions.

09924 9 a pond liner or something fails, it is almost too late when '

09924 11 with monitoring the operation of an active system, you go 09924 12 through the failure and you know what you can do about it. -

09925 7 it totally impervious?

09928 3 with deep aquifer?-

09930 1 and, I'm not so muc.h interested in that, but its objective is 09930 9 confines of the power block area. Once you got the 09930 15 find its way to the ground, ground water by gravity, 09932 13 one or two of them would probably see it at some 09932 17 level radioactive water in a pipe from the Rad Waste 09935 5 reasons why we selected PVC or plastic well casing for the 09937 2 the testimony regarding the Langelier and Ryzener 09937 9 A Actually, I referenced those two indices on 09937 l's FSAR in which this is discussed, so it may not have been as 09937 16 nonmechanistic failures of various piping, what would 09939 15 that was required for maintaining the liquefaction 09940 14 have a liquefaction of potential course. That is the 09940 18 THE WITNESS: It was right under the valve pit.

09941 3 reason we didn't sense the failure, most certainly,

' one of the 09942 20 so I don't know if it has been subjected to any settlement 09943 2 not the same as clay till?

09944 8 entire condensate tank would be emptied beneath the Diesel 09944 24 Building, you would still be below the liquefaction level.

09945 2 JUDGE RARBOUR: That's given on Page 34 of your 09945 20 quality monitoring program?

09947 2 waters and the sands, where as the hydraulic connection is 09949 11 a concrete box, it is flanged to allow discharge without 09950 1 A But those walls are designed to be retaining 09950 2 They are a whole line of walls to allow water to pass 09955 5 A Considering that no dewatering had been done since 09955 10 of the recharge test as taking place from February 1982 09956 1 pumps back on when the recharge test was over at the end 09961 23 fact that water levels did not rise, not only in that area 09961 25 side of the dike within the plant area -- had recharge 09962 1 been moving through there, that would have shown up in the 09963 1 after the liquefaction problem was found it was 09964 13 system in the fill, it was decided that the system was 09966 4 raises a ball of some sort, which is raised up and starts the 09966 13 hose or something, and that water which rises comes out 09968 4 A I am aware that pumps can have corrosion, sure.

09968 24 lated from the cooling pond if necessary?

09969 2 inch diameter drains that can be actuated to eliminate all 09970 9 Q It's the question 49, did you say?

09970 19 though there is another tech spec.

l Consumsrs Power Co.

(Midland OM/OL)

Page 4 Monday, November 22, 1982 i TR Line 09972- 11 regardless of the dewatering system, the tech spec on the 09973 21 O Well for 100 is just as good or better. ,

09978 1 flow to the system's catch basin, and I was just wondering 09978 7 Q I see, so you do not anticipate a catch basin --?  !

09979 9 sets of replacement parts in view of the fact that there is 09980 4 to round up the parts if you had to. It takes one to four days, 09980 14 Bechhoefer, he asked about a line break that occurred during-09980 22 bay for the deep seated benchmark. I think that is what 09981 10 had been installed by Woodward - Clyde. That was all installed.

09981 17 it took additional days to shut it off?

09981 20 thought that there was a period of time where everyone was 09984 7 Q Do you believe that it threw off the overall 09984 24 Q When I asked you whether or not it threw off --

l l

l l

l I

Consumers Power Company Midland OM/OL Tuesday, November 23, 1982 TR Line 09995' 17 from the Four Corners area or from Massachusetts or Dresden 09995 20 studies of Cooling ponds in Arizona and New Mexico or cli-09996 10 concern with the responses that we were receiving was that it 09996 13 on Western data in preparing this thermal performance study 09996 17 litigated at the construction permit stage, and Mr. Marshall 09998 16 other places. Mine was this place, and no other.

10004 9 letter A. According to National Convention that letter A -

10004 15 The specifications allowed the use of either 10004 2: no evidence that the wrong grinding wheels have been used 10005 7 cause corrosion in the welds.

10005 10 mation that Ms. Sinclair has given us.

10005 21 used in that procurement system to make sure that the right 10006 9 nitrogen line which was one of the lines mentioned in SCRE-12 10006 16 Building. There is a header at that point and certain v::1ves 10006 17 and at that location, where it is above ground in the Aur Llia:

10007 4 detail if you need it on the function of the line.

10007 10 were this nitrogen line and the thiosulphate line, both of 10007 12 Now I did not investigate the report to see 10007 15 lines mentioned in SCRE-12 and I did not review either the 1979 10007 22 the galvanic protection system. That requires a listing that 10009 7 protected by the galvanic protection system or direct me to 10012 17 On Page 2-28 of the SER, there is a minor 10012 25 I think to better provide an explanation of l 10024 1 The indication that was received from Consumers was l 10037 5 MR. BRUNNER: I do not understand that Mr. Paris made i 10038 19 about 598. The dewatering system is only going to lower 10039 8 knowledge of the way a well influences drawdown levels, areas 10039 12 pond.

10039 15 September 22nd, 1982 Saginaw News and Midland News 10039 16 regarding the problem with a drop in the water table in the 10039 22 cause a greater decrease some other place?

10040 25 Freeland which caused the wells to go dry there, and the 10042 38 dewatering which would be one of the OL contentions. I wonde) 10044 14 radiological activity in the water or due to chemicals.that 10046 6 an effect on the lower acquifers some place on-site?

10046 11 to the area east of the plant through some exposed--Morrain, 10046 12 Morrain being crbbles and rocks and soil that 10049 13 between the permanent dewatering wells.

10050 11 the areas where they're pumping ground water -- and that's 10052 17 CHAIRMAN BECHHOEFER: Does it envelope --

10053 9 You will find curves of flow rate versus time for 10057 23 standing in the access shaft at the easterly unit in May 10065 24 ground water analysis tended towards an incrustation problem.

10066 5 there was any tendency at all it was towards incrustation 10066 7 affirmatively that there was an incrustation problem.

10073 8 east towards the plant fill, that that seepage would be l

10073 9 intercepted by the relocated Bullock creek channel and come l

Consumers Power Company Midland OM/OL Page 2 Tuesday, November 23, 1982 TR L.ne i 10074 - 2 some brine solution or something to that effect.

10074 7 effect, in general this is what it is, but for the most 10074 17 together with an explanation of why they are or are not 10076 10 the question, we believe it should be answered or we would 10079 6 the safe operation of the permanent dewatering system.

10080 25 were addressed in a certain section of the DES or FES? '

l 10081 15 purpose for which we asked the question which you earlier, '

l 10089 1 confining layer, I don's see, based on the

! 10090 2 by a company called Canone (phonetic).

10094 6 I was aware that Canone was the initial contractor for the 10095 5 A (WITNESS HOOD) My understanding was that Canone 10096 13 contention of yours that's acceptable, and that I thought had

10105 18 was compacted by Canone, were you referring to the plant 10106 1 understanding is Canone was involved with both.

l 10106 24 My understanding that Canone was involved with both is 10113 14 there could be minor overtopping of the dikes; however, that 10115 2 Above elevation 614 the grass, as long as it's 10115 18 tention 4-D-3 and let me ask you to state your understanding L 10118 23 The third item is failure of the pumping 10122 21 the cooling pond side. I am not aware of -- that it has 10122 22 been moved on the river side.

10124 10 the witness to clarify? I heard him say riprap moved.

10125 21 A I think in this instance, the design of the l 10125 24 know for sure that that is the size rock that was used there, l 10127 12 portion that was not protected by the backfill dike.

10127 14 riprap. It just kind of slid down on the slope of the 10136 3 CHAIRMAN BECHHOEFER: I would just as soon save 10136 6 MS. STAMIRIS: What I want to raise was a 10137 14 included in the nonconformance reports that we are already 10138 5 MR. BRUNNER: A duct is conduit.

10140 10 nonconformances, covers our obligation to keep the Board 10140 14 the required quality assurance program, I don't believe 10140 18 nonconformances, per se, although they may show information 10141 14 assurance documents created by MPQAD, this information 10141 15 that is being requested here could at best be cumulative 10144 11 charts show numbers of nonconformances. It would be

. . Consumers Pow 2r Company Midland OM/OL Monday, December 6, 1982  !

TR -Line

'f 10158 10 the Board or Mr. Paton is aware of when this SALP period 10158 12 going to have on that because, as we remember, the SALP 10158 17 six-month extension of the SALP period to a year and a half, 10158 22 Now if we are holding off on SALP to get the new 10158 25 doesn't mean that we should forget about that SALP period 10159 3 SALP report is going to come out and how he thinks that 10160 9 MS. STAMIRIS: Well I don't think this SALP 10160 20 presume the SALP period must have ended June 30, 1982.

10164 20 the most -- yet to be published inspection. report. .

~

10165 17 are attempting or assuming that of course we will hear '

10184 14 enlightening but not necessarily be responsive to Ms.

10184 12 Dr. Peck's expertise in -- let's face it, Ms. Stamiris is 10185 21 used for making the observations of course have been deve-10187 19 to know that settlements had occurred and appeared to be 10188 7 installed would be located in materials in which a response-10188 12 conclusions easier?

10193 8 MR. MILLER: He so testified.

10196 5 624 to 627.

10196 19 A The other reason was to have below water 10196 20 level as much of the plant fill beneath the building as 10196 23 A The effect of the surcharge on the submerged 10200 22 answer that if he knows. Briefly, are we being presented 10202 14 what the reasons for the deep borros anchors were in terms 10212 2 0 would you consider those~ instruments?

10215 13 were read by optical levels in which the scatter was in i

10222. 6 of the dissipation of pore water pressure, that that type 10222 14 water in pores. I will ask it in clayey materials.

10222 16 gradual. It does take time for pore pressure to dissipate 10222 21 sipation of the pore water pressure would necessarily be 10222 22 slower than the dissipation of pore air pressure?

10222 25 pore pressure observation, indicating rapid dissipation of 10223 1 pore pressure, do you in that sentence mean to refer to air 10223 3 A What we were actually measuring was pore water 10223 6 pore air pressure?

10223 7 A It is extremely difficult to measure pore air 10224 1 Q Then, if you were referring to pore water pressure, 10224 2 how does this rapid dissipation of pore water pressure agree 10224 3 or disagree with a description of pore water pressure as 10224 8 which the pore pressure dissipates -- dissipated was quite 10227 8 I have an objection to the question. I am not cer-10237 16 The data on which a curve in Appendix E are plotted, 10237 23 reasonable approximations for somewhat larger areas. So it 10238 4 But you can't relate a settlement of one point which is 10238 7 Q. But wasn't the explanation that you gave that 10243 10 increments in some places, and that the settlement curves

Consumers Power Company Midland OM/OL Page 2 Monday, December 6, 1982

! T_R Line

> 10261 -

23 A No, that was the development of the pore 10263 4 two anomalies remained anomalies after Mr. Lenzini's 10263 5 review of the data. I believe we could do that.

Piezometer 27 should 10263 11 If we look at the record on piezometer 27, on Figure A-7, 10266 11 piezometers. I would not, I think, feel that the ,

10271 10 A I wouldn't quite put it like that. Had I not ,

10271 12 the surcharging, I would not have recommended the surcharge. '

10272 3 there to be a gap at some point, say between two relatively 10273 1 the soft spots will still be shielded and the hard spots 10274 10 snow load, snow and ice Jead which could exist for 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> 10276 4 live loads. There is a great tendency to think of live 10277 17 influence. One does not really compute settlements on the i 10277 18 clay soils for earthquake forces. In that case, they 10279 10 you predict that the upper bound of the static settlement 10283 5 and we found out how much the dewatering settling 10295 14 the load the settlement curve follows a straight line on a 10295 15 semi-logarithmic plot with respect to time and used that 10297 1 As to whether one predicts more settlement than something 10301 22 Car Fork project which is mentioned on Page 16. That was 10302 7 Q And the one on Page 16, the Car Fork project.

10302 16 Q On Page 78 when you speak of the secondary 10302 17 consolidation of clay, what exactly do you mean is 10302 21 and significant excess in pore water pressures.

10306 4 think, would be indistinguishable from the settlements that 10309 9 textbook statements have to be, are general statements.

10321 21 secondary settlement that is not taken into account in 10321 25 the potential for the kind of secondary settlement that 10325 14 foot, whereas the stresses to which the materials are sub-10325 25 grains -- and I would agree this can be a change in l 10328 15 for the circumstances under which they pertain.

l 10334 19 had to go into the computations done again to make sure that 10335 5 Page A10 that shows some differences with respect to 10335 11 table on Page A30 which is a comparison of results for 10337 11 Q On Page A6 you talk about correction factors 10342 16 settlements in that second drawdown and you would not 10343 15 seismic event in that 1.5 inch secondary settlement that 10343 23 analysis if it has such negligible effects in the event it 10344 11 ability of the. structure to withstand the safe shutdown earthquake.

10344 16 to adjourn for the day or do you want to start now?

10344 19 MR. PATON: Mr. Chairman what we would like to do

=- .

f Consumaro Powar Company Midland OM/OL Tuesday, December 7, 1982 TR Line 10350 - 2 difficult to cross-examine before the staff's structural 10352 4 the manner in which these hearings are being conducted.

l 10352 8 relied on for his predictions, the Casagrande theory.

j 10352 20 and Appendix A, Section 2.

10352 23 Casagrande, four times on page 24 and at least three 10353 1 Casagrande theory. He also deleted all the Woodward 10353 4 according to the standard Casagrande theory. .

10353 9 point to those as an example of reliance on the Casa- '

10353 15 Casagrande theory; and therefore, it is Dr. Peck's best

! 10353 19 comings were on the Casagrande theory and I was pursuing 10354 10 that we got.before: He did not ever rely on Casagrande, 10354 12 There was no reliance -- in fact, he was very critical l 10354 15 The portions you have cited are the references 10354 16 to the particular type of instrument -- piezometer 10354 25 MS. SINCLAIR: All of these Woodward and Clyde 10356 4 is going on with respect to the examination by Ms.

10356 8 people are talking, which is a characteristic that Ms.

10356 17 on November 15th, was substituted. There was a substitution 10356 25 grande instructions that were used as a result - - were 10357 1 derived as a result of the NRC request for boring program, 10357 7 with NRC requirements with respect to the testimony and

10359 15 mosey along? Becuase I am not in any hurry.

10375 22 down, " irrespective of choice of limiting assumptions,"

10378 10 and certainly on behalf of the Applicant, we have been 10385 1 If the question is limited to the degree of 10385 3 settlements, I think that is well within the scope of 10387 22 settlement curve on a semi-load plus, we put in 4 borros 10394 7 represented this " straight line" as if it were derived by 10396 6 surveyors, and went to the structural engineers. Mr. Afifi i,

10399 1 MR. STEPTOE: Judge Bechhoefer, if I may presume 10399 7 fact a straight line drawn with a ruler but it is a surface 10399 12 curved slightly. It may not be exactly a straight 10407 6 Figure A25. Perhaps he could give us some conclusion 10409 20 attention should be directed to this A25 so as to be com-10410 1 per log cycle. On Figure A25 it's something in the order 10410 7 settlements in this calculated - - in this plotted settlement, 10410 13 A25, from the addition associated with the ground water .

10413 20 vative in that respect. And at most depths, the stresses 10415 13 show on both the arithmetic and the log plots.

10416 8 depths, the stress in the soil now is less than when the 10417 5 that sort of settlement would not occur again.

10419 13 of the building. A considerable part of that had occurred 10422 20 the placement, some excess pore pressures developed, 10423 4 and the pore pressure dissipates, and we know that eventually 10423 6 primary to secondary when the pore pressures are i

(

Consumtra Power Company Midland OM/OL l ,

Page 2 l Tuesday, December 7, 1982 TR Line THE WITNESS: Yes, I think so. A27, I think 10424 12 10424

• 14 A25 would be better because it is along the 10424 17 complete because it starts at Day 10, you notice, on 10424 21 During that period, for one thing, excess pore 10425 2 really worked out the rate of dissipation of the pore 10427 15 approaches a horizontal asymptote whereas we always find

! 10428 12 that slope as due to dewatering; is that correct? ,

! 10429 3 So we have that effect of dewatering affecting a .

l 10429 13 settlement log time curve up to that point,

! 10430 1 there seems to be reasonable agreement about l 10430 2 the curves for which we have our data. Staff 10432 16 we came back to additional settlement totaling just 10432 22 be in the near proportion to the increase ili hydrostatic 10436 22 do use in adjusting their networks and level 10437 25 is, the prediction which is based on the forecast does not 10438 15 high and end too low.

10444 2 the Applicant have any redirect?

10445 12 time -- before the first time that I appeared here.

10445 19 forth, I didn't have the benefit of this being eliminated by any 10447 11 and Piezometer 38 was destroyed 16 August, 1979.

10448 21 Testimony of Hari Singh", concerning the Diesel 10452 13 have a very little effect on the transmission of stresses 10452 22 There is very little effect, I would say, on 10455 4 handle these interactions. But there are, as far as I know, i

no 10457 17 on the cross walls in this figure, for example, so these 10460 17 The structure being a box containing 10460 22 directly to the soil so that the stiffness of the structure 10463 9 quite thick mass, several hundred feet of glacial till, 10464 8 THE WITNESS: I'm going to have to ask Ms.

10470 11 1.5 SSE or earthquake factor that you would expect no crushing

! 10470 12 of sand, is that correct?

l 10470 13 Well, you said virtually no crushing - -

l 10470 14 A Virtually none.

10470 15 0 -- of sand particles. But in response to an 10472 2 time curve and the disappearance of the excess pore 10479 5 of interest", has been thrown about extremely loosely, 10483 3 called " Testimony for ASLB Hearings, Midland Nuclear Power 10488 9 on the basis of the index properties and the 10491 14 additional borings and certain tests, they cuold make a 10492 13 removal of the surcharge and construction of the building i

10495 3 MR. MILLER: With respect to soils, and certainly 10495 4 with respect to the structure itself, witnesses that are

! yet to i

Consumers Power Company

, Midland OM/OL Page 3 Tuesday, December 7, 1982 TR Line 10495 5 appear will be able to address the ability of the structure 10495 6 itself to withstand the seismic events.

10495 15 believe, from Ms. Stamiris and from Ms. Sinclair.

10496 4 Casagrande theory exists. Dr. Peck has testified just to the con-10496 25 (COURT REPORTER HAS OMITTED A SECTION MR. MILLER QUOTED FROM, DEC. 6 TRANSCRIPT at TR 10289) ,

"O Dr. Peck, you seem to have relied entirely on Casagrande's theory for your longterm consolidation pre-diction, is that correct?

A No. '

O What other theories did you rely on?

A I didn't rely on any theory.

O I think --

A I relied on a simply extrapolation of a time settlement curve that was established by observation.

O I think in any mumber of instances you used a reference to Casagrande's theory.

MR. MILLER: Was that a question or --

BY MS. SINCLAIR:

O Well, I'm asking you what theory did you use at arriving at your prediction?

A I answered the question.

O A number of theories?

A I used no theories. I extrapolated on the basis of field observations.

O Well, in what way did you use the Casagrande theory that you referred to?

A I don't even know what you mean by the Casagrande theory."

10500 9 ruling as to that.

10502 14 an objectionable object, I would like to 10502 16 objectionable, tnen I'll have to ask you more than two.

The first 10505 5 which time there was a temporary point being read at a 10507 11 vast majority of the settlement measurements were taken on the 10525 12 settlements for shallow spread footings to be a half inch 10531 13 O All right. Mr. Kane, at the bottom of Page 2-33 10532 13 MR. MILLER: It's part of Mr. Weidner's testimony.

10536 4 differential settlement that occurred from the time when 10540 1 If that evaluation is such that it causes us to alter any con-

Consumers Power Company

. Midland OM/OL Page 4 Tuesday, December 7, 1982 TR Line 10541 19 it was done in a very informal manner. I was at the hearing 10547 12 for the HVAC intake fans and support, monorail, the exhaust 10548 14 The ninth item is the electrical raceways 10558 10 original geotechnical work was done by Dames & Moore.

10559 18 you are talking about a safety related structure.

10570 25 of settlements that is shown on Staff Exhibit 16 for the last '.

10575 4 there would be some - - I believe some excess pore pressures.

10576 13 we understand that the south side is predominantly clays 10578 2 of the diesel generators, will have a significant effect 10578 5 siginificat effect, and it is my recollection that a 10578 8 they are in operation, to evaluate that effect.

10578 18 settlement is to understand its effect on the structure, 10585 2 received from the Applicant other than the additional

! 10585 9 This is a question, which against my better judgment I allowed 10585 15 If the data he was given is wrong, then his conclusions 10586 4 understand how the surveying is conducted and to assure 10592 16 Applicant, in my opinion, would be unacceptable, and I

Consumers Power Company Midland OM/OL Wednesday, December 8, 1982 T.,3 Line 10607 - 9 would say that this change is consistent with previ-t 10613 7 to the Board, it's just that we'll address it in an SSER.

10621 18 which is entitled "

Subject:

Testimor.y for ASLB Hearings, 10627 21 test we found that the fill has settled in such a way 10627 22 that there is no chance of any future settlement more than the 10627 25 settlement for their analysis there is no chance for any 10628 8 and a redistribution of its stresses on the foundation soil -

10629 9 A (WITNESS SINGH) In response to 50.54 F questio'ns,'

! 10631 5 asked me that certain settlements had been caused by surcharge

( right .

10639 15 squared. Normally, all tests are done in laboratories in 10639 16 kilogram per centimeter or in tons per square foot.

l 10640 1 case, we have the load down under the Diesel Generator l 10653 8 of one to two inches with differential settlement upper bound of about l

10657 20 instrument to make an accurate reading.

10658 21 the zero date of January 26th, 1979. The plot itself fill 10658 22 day is January 26th, 1979. The first plot that is pointed 10660 14 the plant had been dewatered to a very low level for the 10660 19 to Elevation 580 or around about maybe 85. It is lower 10660 24 And another reason is that it hadn't been plotted on 10661 1 secondary one which had been plotted on the E-log P Curve, 10663 1 lots more than this. 40 years settlement is one and a 10668 20 loads were transmitted through the structure at some loca-10668 25 soil was soft the surcharge loads weren't affected, it 10669 20 certain locations the soil has a high -- I'm sorry; the 10669 21 soil has a very low permeability. So at that location you 10669 24 minus 9 centimeters per second with the soil which has t 10670 4 reached this area was with less permeability, so it 10677 10 answer. That is part of that rigidity.

10682 5 regarding the ten wells that are in question.

10682 6 Q. There are ten wells?

10682 18 recall the date, but that sounds about right.

10694 12 is very sincere and although she wants to ask a lot of 10699 4 different than some of the other testimony -- at the site, it 10701 7 the permanent water system piping, and the function of the 10701 8 galvanic corrosion protection system --

10701 17 And another is the capability to prevent or 10701 18 mitigating consequences of accidents, that could result i

10702 5 in the system. For example, the service water system, it

_ ~ . . ..

Consumsrs Powar Company Midland OM/OL Page 2 Wednesday, December 8, 1982 TFt Line 10716' 8 alleviate a particular kind of corrosion.

10738 10 stand who did -- who was directly involved in authorship 10742 '8 the second one which is Reference A, was prepared for 10742 11 first-class corrosion person.

10751 5 that there is no extent of very severe pitting 10760 8 is what I said. If the dog hadn't stopped, he would have 10765 4 they are going to do all of this extra tunneling and drifts.

10765 22 I would like to know for my own information about '

that. I 10773 7 the secondary compression. But based on -- when, I saw 10773 13 the soil. So I concluded that -- no excessive pore 10773 19 places, the secondary compression had not been achieved 10774 12 But, no settlement was calculated.

10775 12 performed a sufficient number of borings and that the bor-l 10776 6 you, was the purpose of the surcharge loading at the j 10779 8 A (WITNESS SINGH) Wells are different.

1 Q(Mr. Marc I would

10783 2 inserted ag". So that this line would read

"Which 10783 12 accordanc. .cn the governing load equations.

10783 22 And I would like to add a comment here.

10785 3 would like to have added: "As supplemented by Reg Guide 10786 23 like to change the E' to Ess, to be consistent with 10787 7 about the FSAR-SSE, is that correct?

10787 9 equation which we used to verify that our analysis on 10788 24 There has been discussion in these hearings about an FSAR

! 10789 7 not increased by 50 percent and was not the site specific l

response l

10789 18 results of missile impact tests conducted over 10791 14 A And that came from our Geotechnical department.

10795 9 and it is also the opinion of the surveryor -- the chief 10795 21 Q Now, why was -- in some of this period -- there 10798 10 taking reading on this concrete wall outside the build-10798 18 of these temporary settlement markers? ,

10799 17 discrepancy of .22 inches, of 22 hundredths of an inch.

10800 4 error appears at pages A20 through A23 of Attachment A 10800 7 MR. STEPTOE: A20 through A23. It's in Appendix 10801 21 Q -- in the prediction for 40 years made, as 10802 9 the spread of their findings.

t

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, Consumsrs Power Company (Midland OM/OL) j Thursday, December 9, 1982 TR Line I i

10807 -

23 the structure into elements of finite size, each of these f 10808 -

15 ments, the springs, and fed into the computer model by 10808 18 iterration, a final shape of the building 10809 6 During this process of iterration we got an apprecia-10811 17 curvature depending on the stiffness of the structure.  !

10812 20 actual measured or predicted settlements and looking at 10812 21 the shape of the curve, you can see that we have a reverse . {

10812 23 Q Could you show where on figure 57 that reverse '

10813 3 2.92, and then the next two values go down to 3.16 and to 10813 4 3.37. And then it is reversing again up to 3.24. Therefore,

, 10813 5 you can actually visualize the reverse curvature.

10814 5 deform it exactly to this shape.

10814 8 imaginery forces to deform the structure of this kind into 10814 10 Q Is that because of the rigidity of the structure you  !

10814 16 is, it is not sufficient to deform the building in this way, 10815 12 see also great distress on the top of the building.  ;

j 10816 1 an analysis, using actual measured settlement values, with-10816 2 out regard to any error band, requires fictious forces or i

10816 7 priate to use the actual measured settlements as given in 10820 11 is heavily reinforced. And by evaluating and inspection, I 10822 3 audience, who is a structural engineer at Bechtel, that

' 10822 11 MR. STEPTOE: From center line to center line?

10922 12 THE WITNESS: Center line to center line.

10829 7 possible ponding on the roof because there is approximately 10829 8 a 12-inch curb on the roof. So it could be possible that 10829 9 the roof drains would not work and you would have 12 10829 17 assumed that 25 percent of the total live load and the

, 10832 15 or determining the maximum bearing pressure, the total l 10832 16 100 percent snow lead and roof load, and 100 percent of the l'

10832 20 as the OBE, the SSE and the tornado, that it would not be 10833 1 the fogging from the cooling pond?

10833 8 A Yes.

10833 22 In other words, we used the OBE as 6 percent and 10834 2 within allowables.

10835 3 the building is capable of withstanding a seismic event 50 percent larger than 10835 4 the original SSE and remaining within the code 10835 5 allowable stresses. This has been achieved in this analysis.

10835 14 remain within the code allowables.

10835 21 Mechanics and Associates, using the SSRS. However, since 10836 18 So it may be in essence, just a straw in the wind, 10838 12 Q No, I am referring to .12g SSE.

10838 14 ring to the reanalysis or the original analysis?

10839 4 times the FSAR earthquake instead of FSAR earthquake if 10839 9 our notice that the SSRS earthquake, it came in, I believe 10839 10 in Mr. Tedesco's letter in December of 1980 which is l

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Page 2 l Thursday, December 9, 1982 i TR Line l

, 10844 -

6 information regarding plant wide soil conditions prior to I

10845 - 12 things, page 2 refers to the testimony of Mr. Keeley, '

10845 16 Administration grade beam failure. I'm just not sure that 10847 15 However, I had some overview of .

10853 20 is the same as Mrs. Stamiris', that the borings that were 10854 8 of the Administration grade beam, discovery of that problem.

10867 10 I want to pay attention to you and answer your 10871 l 18 MR. STEPTOE: I would like to state that Ms.

! 10871 22 She quotes at length from an individual who is not -- '

10874 12 a stiffer base; in other words, a building on rock versus 10874 24 A That you use springs from shear wave velocities, 10875 7 A Yes, I have seen the structure several times.

10877 2 A There are cracks which are due to the restraint 10877 15 and can carry a load of 60,000 pounds every 12 inches.

10880 1 JUDGE HARBOUR: That's fine. I think that the record should 10883 13 The live load has a load factor of 1.7, and I 10885 18 will crack at about 10 percent of its compressive strength.

10888 8 of getting the settlement values into the long-term soil 10888 9 springs. I am not sure what he was referring to when he 10889 14 were used in the finite element analysis to derive 10890 18 Initially when we analyzed the deflection, the 10891 21 center of rigidity of the building.

10893 16 structure are governed by the mean temperature, mean low t 10893 17 temperature, and the air velocity which normally exists?

10893 20 book " Concrete Engineering" which recommends this particular 10893 23 taken into account the temperature conditions in this 10895 15 this dead-load to the live load?

10896 16 You would analyze the wall as a diaphram, or as a shear 10897 7 was a ledge formed under the footing so that the footing 10901 2 How much was in contact with this slab and how the working 10902 13 your testimony and the agreement which apparently has now 10903 18 testimony does go on to say something about ACI349, 10903 20 been done in ACI349 as supplemented by Regulatory Guide 1.142.

10903 22 is September 8th, 1982, which predates the stipulation.

10905 7 state temperature -- am I correct in assuming that this is not 10905 23 thickness requires a certain time to reach a steady state 10906 9 a steady state calculation.

10906 19 accident condition, and a very thorough analysis is 10906 21 a steady state flow.

10907 4 is in the building, what the ventilation system is provided,.

10907 17 before a change in the steady state would take place. So 10909 10 minus 1/8th of an inch across the board or should it 10910 8 is not that accurate. I consider that we are falling within the 10910 17 talking about one of a thousandths, not one of a 25 l

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4 considering all load combinations and combining all loads

10915 - 8 Also provided were the shear wave velocities for the i 10916 2 the soil spring constants or soil springs used for the 10917 3 the structure in possible cantilever conditions and whether  ;

10918 8 over a period of a few weeks, there was also, was there 10921 3 second column, the words, settlement, then parenthesis, seismic j 10921 5 A Well, I would like to make a correction. I ",

10923 17 recall exactly the configuration, how many mils or what 10923 18 that particular gap is.

10925 14 introduced in response to question 15 and includes the ,

t 10926 10 page 46, starting with page 46, the five elements of the 10928 11 give the total history. All possible load equations which 10929 23 stresses independently, Ms. Stamiris.

10930 19 reflected the margin by which a measurement was off from the i 10932 11 testified that the integrity and load bearing capa-1 10933 14 We haven't drawn this line arbitrarily. This is 10933 15 the result of our analysis --we had four iterations 10936 8 stick of which the measuring points, the measured increments 10936 9 have a quarter inch-wide marks, not a nice 10937 1 least squares analysis to find the line which best fits 10937 3 the curve?

10937 11 on the north-west corner. So it is a very fine balancing 10938 4 whether this iterative process results in a line 10938 17 regression, and that's the starting point. We wanted 10939 8 A The basic input for the linear regression are 10939 12 A Well, these are actual measured points. They 10940 11 Building are calculated from deformations from the 10941 11 mean that we don't meet ACI 349.

10941 25 as amended by the Regulatory guide, and we did so and we 10942 5 could establish is 46.55 KSI, which is within the code 10943 21 existing at all, and then we varied the springs linearly 10945 18 duct bank, I used the term cantilever. I was not really 10948 3 by Bechtel.

10948 18 A (WITNESS SOZEN) Attachment 4.

10949 12 Q Do you have any corrections or additions you '

10949 19 that the prefiled testimony of Dr. Sozen, including 10949 20 Attachment 4 which is written by Dr. Corley, be admitted 10952 18 consistent with but not identical to those values, are you 10953 6 in one role where one feeds in a load and gets out of 10953 15 impose certain external constrainst on it and see what 10954 16 if I look at these purported displacement measurements, 10954 21 very high stresses which would destrcy it, which, as a

=

10956 3 when you stated that, you meant used in the fashion that 10956 15 of an inch is what I meant to say, not ten 1000ths of an

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(Midland OM/OL) l . Page 4 Thursday, December 9, 1982 TR Line 10962 -

22 A (WITNESS SOZEN) It would be important in that  !

10967 are not of importance in relation to the strength of the 6 1 l 10967 10 are important insofar as they are reliable. And, I think, r i

10968 3 WITNESS SOZEN: If the structure were stiffer 10968 7 You know, one of the things that is quite obvi-10968 9 this while the analyses indicated that there would have 10969 18 In other words, the spauling or bulging .

10970 1 building, because of the shrinkage, its tendency to get .

10970 2 shorter, its tendency to react to temperature stresses.

10970 3 So that a reinforced concrete structure would be cracked and 10970 5 ment that Mr. Weidner showed you that takes the tensile 10971 10 There would be very fine spauling cracks in the concrete.

10971 16 tensile cracking, but very fine spauling or spauling 10972 12 WITNESS SOZEN: ...There is no way. But, no, I do not 10972 14 stands, as it is founded, for future weakness in com-10972 15 pression or in tension, for that matter.

10973 2 should redirect that question because --

10974 9 dimensions in there, it's just a qualitative representation

10975 22 isolation of the duct banks from the building.

10976 16 believe it. I would find it credible. I seldom expect 10978 13 conclude immediately that there is either something 10979 5 Q In a diagram or --

10980 13 Q Dr. Sozen, could you please turn to page 4.31 10980 20 WITNESS SOZEN: That's Figure 4.21?

10980 23 0 would you say that that figure shows an increase 10981 9 A (WITNESS CORLEY) We showed all of the cracks 10981 11 cracks below 10 mils were omitted.

! 10982 17 for another comparison, there's another figure on page 4.17, 10982 18 Figure 4.9, for the same wall section. It must be at l 10983 21 mapping to crack mapping, then the number c(ald shift, 10984 24 of the concrete that occurs between the mappings.

l 10987 10 ther one crack was included or excluded does not make i 10988 13 WITNESS SOZEN: No, it wouldn't make a differ-10990 25 the actual settlement numbers?

10992 10 ments can be used, but only if they are precise enough for 10996 6 and one can forget those small differences.

10996 8 at issue, the structural setup does not forgive errors 10997 5 building, yes, I could believe that.

10999 24 ordinary norms of engineering in nuclear reactor design, 10999 25 in the design of buildings related to nuclear reactors.

, 11001 5 Q I believe that was it but I am not certain.

11001 7 risk in Midland, Michigan, I should think that all 11001 24 a large factor of safety in the seismic effects as to I

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Page 5 Thursday, December 9, 1982 33 Line 11002 - 5 inaccuracies that we are talking about, if all of it i 11003 4 with a .12G earthquake? That's for the missile shield 11004 11 section, I would say in general that, for example, a

, 11004 12 crack width of about sixty 1,000ths of an inch, .06 inches, 11005 10 that any particular width is the final criteria.

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6 setting schedules, is just now underway, as I told the Board i 11016 15 MR. MILLER: Yes, if there was apparent reluctance 11020 19 resumption of construction.

11055 2 Q Dr. Sozen, yesterday at one point, Ms. Stamiris 11055 14 changes, that I have looked at them, I had studied them J 11055 15 but at that point, I could not very well recall all the 11055 19 I may use poor English.

] 11055 21 Ms. Stamiris, who was asking you what would be  ;

11055 24 ing failure in compression. I believe you stated that there j 11056 3 concrete was approaching failure in tension.

11056 6 that I believe we were referring to a mode of structural 11056 9 limits, there could be compressive failure in the concrete 11056 23 deflection on the part of the building and compression 11057 5 have now the tensile failure at the bottom part of the

, 11057 6 structure first which would again be visible, with the 11057 22 above, all of which, I think in the event of such an

! 11058 24 0 Dr. Corley, are you aware that the staff in

, 11060 5 he recommended both displacement monitoring and crack monitor 11060 9 what it is they are requesting, and so we would like to defer this dis-11061 23 to attribute the cracks to shear or bond failure 11062 1 Q On Figure 4.12, would you say that there is no 11062 2 evidence of shear cracking in the figure?

11062 4 crack thet would imply the immence or even the existence 11062 6 O And on page 4.16, do you see any evidence of 11062 10 the stresses are not normal, that is to say, vertical.

l 11063 6 In Figure 4.17, there is no crack that would 11063 12 In here you say that the tensile strength of concrete 11063 13 is 10 percent of the compressive strength; is that 11064 1 of crack development in concrete, so the figure of 10 percent 11064 12 A (WITNESS SOZEN) This is a general discussion of 11065 3 this Diesel Generator Building could float under and pos-11065 6 has openings in the ends of it, so with water both inside 11066 4 service water pump structure cracking and we have to clear 11069 6 in all the crack widths in that length reaches 150 mils.

11069 15 The definitions of alert and action limits are 11069 16 similar to those described in the Staff's testimony in the 11070 11 you're looking for the cracks. We will redo those and submit it 11073 5 CHAIRMAN BECHHOEFERa Presumably, someone could 11077 24 change. I changed that word to results. But, at this 11082 25 previous A/E Brown and Root, so there was no relationship 11083 3 Southern Boiler & Tank Works, for the design and fabrica-11083 4 tion of buried diesel fuel oil tanks for the Rancho Seco 11084 23 "furthermore."

11085 5 The answer to Question 18 should be modified, after the word >

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5 loading input and the load combinations for its asses-ment of the state

, 11087 22 future settlements, you will monitor the cracking to be 11087 23 sure there is not -- there is not undue stress on the 11088 2 this date, and asst 3 sed that the state of stress in these 11088 3 walls, as a result of dead load and settlements which has 11088 4 already occurred, using the crack widths over the length .

11088 5 in which they occur to dquermine the stress in the .

11091 6 I did say that we had found acceptable the proposal 11093 17 the stress resulting from this load on the structure.

11094 3 settlement value would predict very high stress. But 11094 4 indeed, the observation of the structure did not indi-11096 1 testimony, the comment on that question.

11097 25 sented in the Applicant's testimony and in the field, we 11098 1 note that some venting has been provided. That is, there 11098 5 the Applicant for a tornado event is a conservative repre-11125 23 engineers reviewed it in very great detail but they are 11130 5 Q Dr. Sozen stated something to the effect that a 11130 6 competent structural engineer without even doing the 11130 15 them to deformations and one could come up with an 11130 20 the reverse curvature that we have heard about 11131 13 deflections, that one was forcing the structure into --

11134 1 a slightly different edition --

11134 13 the structure was understressed or overstressed. Or, 11137 20 Q Second point. Mr. Rinaldi, it is the Staff's 11137 22 finite element analysis or those portions of Applicant's 11138 24 finite element analysis is consistent with sound 11140 24 A (WITNESS RINALDI) It is consistent with sound 11141 2 Q Under circumstances other than the 11141 6 approach could be used to establish compliance with 11142 5 that we are talking about which does not use actual measured 11142 8 respect to this case, but in general, the Staff considered it 11144 15 advisedly refer to as actual measured settlement 11144 18 use of the word " rejected". I believe the Staff 11144 22 that on page 10521 of this transcript of December 7th --

Mr. Rinaldi, 11145 21 question of whether the analysis is unacceptable was an-swered. I 11149 13 which appears on Figure S-A of Mr. Wiedner's testimony is not acceptable -- is not

'11150 1 WITNESS SCHAUER: Yes, if a finite element 11150 3 unreasonable results, it would not be acceptable.

11152 17 the study determined.in this particular case, they 11153 9 Mr. Matra used, I believe they are in the Exhibit 30 11155 9 you talk about the increased seismic load was conservatively

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A . A Consumers Power Company O Midland OM/OL l Page 3 Friday, December 10, 1982 Tg Line 11162 22 monitoring recommendations which appear on page 4.33 -- l 11162 24 MR. STEPTOE: -- on 4.33 were not committed to in  !

11163 6 4.33. Now we're going to do what Staff has requested  !

11171 4 able to us for the actual settlements and the 1 11171 5 that the line which is indicated by the values  ;

11171 6 in blocks which appears to be an almost straight , j 11171 26 equations to characterize a structure through its design life.

11178 3 witnesses, that the structure can't be deflected as 11178 7 Take the example which everybody is using, the book, and - l 11178 18 not only one. Suppose the same book is made hundred feet 11181 8 cracked reinforced concrete structure is very difficult to 11181 9 analyze in finite element. You have to consider the 11182 22 engineering judgment. To me, they're compatible and 11184 18 linear regression. Right new no more comparison is 11185 2 line. If there is a poor comparison then an adjustment is 11185 8 as close as you can to the linear regression analysis 11186 17 have good confidence in the measured settlement data.

11188 13 A (WITNESS SINGH) No, I don't.

11189 19 is no formula to calculate these stresses in steel accurately 11189 21 In my opinion, the approximation might 11190 3 Complex stress system means there's a tensile and 11191 11 in the room. I have only one question.

11192 12 Prior to today, did -- I will start again.

11193 11 evidence in the record from qualified witnesses to 11193 12 address all of the issues pertinent to the safety and the 11194 14 compacted adequately. What I would have done, I would have done 11196 3 testified that the crack analysis was not a normal 11198 11 another analysis, and it is my opinion, this is so because the 11198 13 analyzing cracked structures other than what has already 11200 18 the concrete structures, the cracked structures. If those 11200 21 off or 30 percent off, I don't know. The cracked 11200 25 If Applicant has used cracks, that is okay, 11202 25 last 4 years, I have not been active in the design of I 11204 11 this prefiled testimony of Dr. W. Gene Corley,

( 11208 5 the service life. Can you tell me what kind of factors l

11208 8 on the concrete wall crack repair?

11208 13 include the action of weather the possibility of 11208 16 affect durability, though abrasion is not a 11209 17 A I can answer answer that question. Yes, in 11209 24 include cracking. It would include evidence of spalling.

11211 9 Three-quarters of an inch more of differential 11224 24 properties for the walls and the floors to the extent that 11226 22 examples.

11227 20 new?

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