ML20138L678
| ML20138L678 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 10/31/1984 |
| From: | NRC - COMANCHE PEAK PROJECT (TECHNICAL REVIEW TEAM) |
| To: | |
| Shared Package | |
| ML20138L611 | List: |
| References | |
| FOIA-85-59 NUDOCS 8512200015 | |
| Download: ML20138L678 (60) | |
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'a: 1 UN]TED STATES OF AMERICA v:, c. 10 e
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m o 2 BEFORE THE - g - -
}' '. 3 NUCLEAR REGULATORY COMMISSION s <; ,. 4 COMANCHE PEAK TECHNICAL REVIEW TEA.M -
p . b CLOSEOUT INTERVIEW 6-5 v TELEPHONE CONFERENCE
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Ace Federal Reporters, Inc., 7 Suite 402 _..__~
'! 444 North, Capitol Street, N.W.
7 ' Washington, D. C. 20001 i 8 Wednesday, October 31, 1984 #' 9 7:05 p.m. 3 .a 10 . . ATTENDING:
' Interviewee f
t: 12 NRC Staff:
# # 13 R. C. TANG A
DAVID JENG
- f. 14 BOB PHILLEO -
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fif.3 1 4~~ ., wo. p p;,s r 9;W. S the technical reviewer. w . q, For the record, this is a teleabane i ntarvia.v of Y, s 6 . w e,i. for the purpose of .,rovidina faadhack {, 7: } regarding technical' review tea a e-s e ssm ent of certain h6 N 8
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h:,, S Y concerns raised *)y jahout tha constr*iction of tre 3 q 10 Comanche Peak facility. Present at this intarviaw are W.~. N 11 myself R. C. Tang, with the %C's Comanche Pe-sk Tec591 cal 4 .'. .12 Heview Team, our techdical reviewers. David Jeng and dah 1
'l3 Philleo. - ! s,, 14 As agreed, this intarview is being transcri5ed. 4
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- v. 15 j hefore we ask you the technical
#U, 16 questions, we need you to tell. us some dateils a"o st vyJr I 17 employment - I guess, former employment at Comanche Peak. ,
.18 Tell us a little hit about your qualifications too all j 1
l. 19 right? Go on. } l'i 20 dmployment at Comanche Peak?
. - j 21 ~ 45. tai 4G: Tell us during what time frame yo; 22 worked there and what you did the oosition and what
-a.-'. 23 kind of responsibilities you had on the 10 0 e n-4 wh3t kind 7f , 6 24 auslifications were required for you to hold that .loh. Thet , l I ,. a 25 kind of . thing -- .a 0 _t I i
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I' 8 I was 6illv q'ialified of ,
.. 9 a ll jobs. ei on two other oreviously. I was hi::hly .
10 qualified for that crew. I1 - U. TA4G: Okay. Do you hold any cartificates or
,. 12 degrees, that kind of.. thing? ,.
13- _ 14 o . . _ Since this is.the fir.st interview by
} .14 O. TANG:
15 the TRT, our Technical Review Team was forr.ed in June af 16 this year and it consists of roughly 50 technical
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.17 reviewers, you know, that is, the specialists in the fieli.
IS The purpose of .this team is to eval'Jate an.1 rasolve a num5er 19 of technical issues and a lle Jetions idantif ied. And the
<u 20 team has several differant small groups, and civil 21 structural engineering is on'e of the aro'Ips , which is what 22 we're going to focus on tonight.
23 I am going to turn over to our technical 2.4 reviewers. David,Jeng and Bob Philleo. 'They will te ll vo 2 25 ' first about our understanding of your earlier conce'rns. - - - . .;? , l e 9 e f
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2 t h i n e. thera is a mi s t -R a or anythino, ~. R . . e ;i r i > - .3 3 they go alona. Than thay ;wi ll ' te l l y ri vi: n e li ~ i n ,: 4{. *
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*i 5 va wantad to check wi th yo's f or *.w, i'irn>> s c . to 6 'make sure that 1) we understood yo'ir conc = ros enrr-< t 1. a rt 7 a:ul saconllv, is Q ..our evaluations are in the rir;bt f i re c t. i o n.
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8 to find out whether' yo r have additional colmin + s .4 t on.: th a t. . 9 line. That sort of thina. All right! Okev. [ u 10 Dava and Boh. , UR. JENG: T'ais is Davi f Jen ;. I a, an 4RO
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. 12 employee who is involved in the civil,r.trsctural grnisp for j i
13 the Comanche Peak concerns. ditS De is 'A. r . Phi ll eo.. le is
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- 5. 14 a well-known exoert in concrete techn:>lo gy . co,struction ;
15 design and all related testing. -Mr. Ph i ll e o , for 16 information, has serve;f as president of th-- AC ! C7,mi tt aa ! 17 ' and the chairmanship, and F.r. Philleo has oeen involvef in '" 18 many, many heavy constructions, including nuclear oower l
, 19 plants design, review, resolution of difficult i =:s J es.
V.. 20 Mr. Philleo is serving as o'Jr c3nsultant, and in l I T
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21 that capacity, he did most of the reviaw of the concer:is ' 22 raised by 23 At this time. I'd l i k e to h av e t r . Ph i ll-to ,19 17to . [: l 24 detail of our u.nJerstanding of your concarns and h w ,e
- 25 oerf orme.d-our- evaluations and s tep hy ete, inf orm yo's for . .;, ,
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4 "d. t"I l i_1.r;.n 1 11 ri.iht. This is 33.', Ph i l l a ) . - @; < f u....- C. . . 'S A s you've S a rei. 1u sarvi - as a c,nwl tan + o, l a 4.: . i i;;; 6 the civil structural nrobla~c. I was 'orwrly chi erf ni tqe o-p . p
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Structures ~ 'tranch a t the W=s5!rioton h-$-fT ertars wit 5 tha 17 W L H Coros of Engineers.- p
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, 10 es bad. concrete and slocov concrata. . e fi in't b.w a o 11 anything much more defi. nit += than those two tarers, so w-t
.. 12 didn't have a specific olace to lockt however. . we had t.o h3 13 investigate a large part of the co .tcru te in connection with
( , 14 other people's charges. so we deEaloo+
- TJ-ita A hi of 15 Sackground in .the concrete ooeration.
y .. . 16 In dealing with your concaros, w e went into a 17 several safety-related structores there, and .a di i I n > k -s t E' 18 23 carts of the structura.' selectaf a t r e n'f o 't. In a4!iti m.
- 19. we looked at 15 nonconf or'iance recorts that 591 hain e i 20 generated on the lob, having to do with cnicrete. I n i.5e 21 ones th'at-we inspected at raddom, there 4-re 14coit'in tha 22 auxiliary building, three out of the *h'it I sef e r'terds 23' Suilding, three out of the No. I contei'vaent struc t'ura ani 24 three out of Jni,t, 2 contain nent.
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. .In those we could find nothing docu.fiente ie in tN . . . ;-, ,
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3 into tha reco r l. So o .a thin: <a lon.if . ! n 4- .1 - e l a r , s 4 .vas the final strengthenino 5n]ts 451r*- ar' *... : r i m @.; p s. - - [ 5 7 asis of acca.,taice. In all tbnta c a c .- s . '. F. e e tr W '. 6 results were utiefactory. All tha w , r '< * ! i -4 v. f o in:1 no
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7 f ailing strenith cylin Jers i n cafety-ralated stro-turan. p;. . 8 The ilCis. tne noncontori,ance reo 'r'.l i. !t i i inficace s 9 so ne def ective olace erts of c ancrete. and in .hos- l's
, s 10 that wa examined. there wera / that did . re.;ui re ra;,ai r. vs 11 conformed that the reoair was done. 6: nerforme -s
. 12 walk-throuch i n so ect i6_n of all thosa 1.n.c a t i ons wh e r e it w 4s 13 still possibla ta obtain acce se ani foind, frv. w, a t 4 -2 14 co.J1d see. everything was i n cood shane =n-f nothi o J bsi 15 deteriorated since placement. -
16 Proaahly the thing that gave us the :reatest
.17 confident was, at least in the Unit I cont 41al ent structor:.
P- 18 that structure has been subiected to a struct :ral integrity 19 test, where the whole intarior is soblecte1 to 115 percent
- b. 20 of the pressure that would he ax.nerience J in :-n accident.
s . 21 require'not only to withstan-1 that creFsur' 5 n to act V 22 according to a particular deformation criteris, a n -! it di i 23 cass that test, but that's sort 'of en aver =ll , e s t. of that 24 dhole sthucture. whatever might have gone wr, ; hare. and
! :i 25 there the whole structure did pass that cra s';'tre test. . . . . ;-. ,
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. 1 that the most critical of tha -troeturers ornhp lf ti + ge. ,
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- 7. / vour particular concern, and our finifor. '
t ~ >I . . - . Jl 8 *id . JE M: This is 'lavid Janu. ._ 9 Jin a!ditinn to t%= i if orma ti vi i:
$ 10 '4 r . Philleo just nentioned. I'<* lika also to infori voi. ',r p; 11 your understanding, that wa 'did intarviaw four quality p.
F'. 12 control inspectors who.were involved 1.n t% concreta 1 b,)'- - 13 clacement, and these insoectors in.iic4te" to us a 4
% s 14 olece of additional inf or nation, that ' ef ore each h 15 olacement, the paople who were involved, eoginaers, 16 inspectors, would get together and dise'jss everything ahir:S L.
E. < 17 -5ad to be done had been, and go ovar the record accoriing to l 18 the procedures. And they informed our reviewer whatav >r 5, l 19 crocedures needed to ha takan and to look after wait were {?. 20 croperly followed.
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f- 22 substantial, but it wa.= some additional 73 sis f or is to cre f> 23 to the conclusion that '4r. Phillen inns t ~ientinned to v'u. 24 . At t h i.s. t i le . I would suggest, if coesi51a. thPL i 25 l if -you have any question or posi tions. or r . ., .n. , additional points, would you please taira the ooportunity to i I t e 9 - , e y == e sw + ,e-o,w-w p u-=. -ht**
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Th ey ' r a very ens / to # w 3 tiriiv. I "'" aal i1 " ra :n- re ! m 4 yotir concrete cylinder di ]1 nnt 8 -
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,, 5 create what test you w=it it tn en a n it it. : S m' e 11oe i t i
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6 myself. The ra f ora , ynier concrete cyli: !ar t a c. t is n,. . ,
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7 _really a true f.es t, h'It when you %ve f.r sc' s m i tt i n:) .Sare . . 8 f or hours waitin ; t'o 'soload, no ma tho ! of cool i n ; t.he 9 concrete down, you're r:ettina had concrete. 10 tM. JE 4G: I'~ trini to "niarstaii 11 your concern. - PR 12 UR. PHILLEU: Bob Philleo a';.=in. . p.' - e 13 You mentionad the possibilit'.' - as I int err.re t < r i f 14 .i t , you mentioned two posc:iSilities. ana i s, there mi.;bt l 15 actually Se some error in the reoortei res #1ts of the ' 16 cyli.nders. /..nd second, that the cv lin-f ers mi'.;ht not !. 17 represent the true case. a l t ho'Jgh , as far es tha first one - l 18 goes, whether there was actually any fra:rd in the cyliciders . 19 themselves, that is being looked into. Ani for the oeriod a if l:4 20 of your e:nployment, there were so.e pecole w'To ex.o r e s s wd j i
.21 some doubt as to the accuracy of the cyli11ers. '
22 .so there is a test Se in ; require.1 to tect the !
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23 concrete in place, to <: ee if 4:rrina that pario i t5ere ~as N. . 24 anything wrong with the cylinders. 25 --
-The- second ooint a50ut tha detarioration-of . . . . ;, ,j-
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DA h . I , c onc r - t e whi 1.- tw tryks ,ra i - i o r. %3.in * <- in ; . 4 ., there in the naa'. v vi ara ca..<c. -
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( 4 oickert up'in tha cylin iars. Sar as P> t h *- cv i i n.t r: rah't 5' nafe until tha truck le in the or cas.s of fic- ar inI. .. 6 - if there is aTy sust.antial - I n ':c of s i. r e n : ' .
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>? I prope rties duri'n ; th-u. orocass. t8ra t s':9911 si ~w .. In tne .1 8 cylinders.
n b 9 l'Il intorront you on tt 'act.
<- 10 beCa'Jse your cylin.!ers are maele out of 0% trlek. l'M nt" r 4$ 11 seen one taken o st of a trunk. .A truck i s ,oi r' e .l. ,E 12 cylinder is taken.- T5at was the t .t.. I'"a s-an it hne.
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. 13~ Out of one special truck. No cyliriders nut. of-ot, r c
14 trucks.. , k v,. 15 uR. .PHILLEO: That's correct. rns lon't 99101?
< 16 every truck, but there's a requi re:1 sampling rata. it s d i 8 17 check that, that they always took the number o' cyliniars
~. . .
18 that were required. And it is'certainly correct tnat e v e r ,'
.19 truck didn't Jet sampled, hist that. their sampling is on a f v e, ~
20 random pattern. And the problems that "lij5t axist do Jet y.5;1" 2.1 picked lip. 22 MR. JE G: any mor'e T.sestionc or 23 cornents ? j !N 24 . %. I haven' t got 'any ,,re 'saecif ic. . : . .;:.y 25 --
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8 . you have had questions anf 'fi c e's sF i on -s i t' . 7~s .~._ 1 9 Do you think ve Sava a ia prat. ly cos,ared 'f oier
\ , ;.. 10 concerns? i, 11 - 1 believe so.
12 MS. TANG: fpr the time bein?;, -.do' : yo's b= = = a:iy 2 . i W. .
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, additional concerns that could he related to.the a+rlier I
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15 ] No. I can't think of any rijht off . 5' 16 hand. ! 17 MS. TANG: David or 1o5, do yn's nave any thin ; bj. .. M 18 else? j
# 19 %2. Jk 4G: No, I have not. ~ oh, aqvthin:? .,
a: t f.; s 20 MR. PHI LLEO: Bob Philleo. I have nothiag aise to I '9 T ' { 21 say at'the moment. ! (, 22 Md. TANG: later on I will gira y ,i 4
,, ,g R 23 number to contact us, if later on you think of anythiny or if you have additional questions. S'J t aro'ind J an's-iry of I 2.4 ,
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' Thic is to cartify that the cttached proceedings before the j UNITED STATES NUCLEAR REGULATORY C012iISSION in the matter of: ' ' c
_. . i0 .=- NAME OF PROCEEDING: INVESTIGATIVE INTERVIEN ,. . c ,
.s ,j~ . ,f. . ,,
i 4 DOCKET NO..: * ?.u.
'4~ WASHINGTON, D. C.
e ; PLACE: W 'DATE: WEDNESDAY, OCTOBER 31, 1984
>a
.u. - !yere-held as herein appears, and that this is the original
, e.. .
,' y' transcript thereof for the file of the United State'si, i Nuclear-
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- q ;4
" Regulatory Cnmmission. ._ C . V: . _j, ., jff. (Sigt) _ lr # (TYPED) /// Q. '~ Official 'eporter R u
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Reporter's Affiliation
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- SSER AC-65, AC-66 k.
g.. DCP11 - 2/1/85 SSER' u
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- 1. Allegation Category: Civil and Structural No. 21, Schmidt Hammer Testing
- 2. Allegation Number: AC-65, AC-66 y
n.
- 3. Characterization: Questions have been raised as to: . .
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- a. why some concrete that was committed to be retested was not (AC-65);
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p iM , b. the validity of tests performed during construction (AC-66); and f* c. the validity of tests to be performed in the resolution of an open Ea k.{. ny m.A.. s
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issue, particularly in regards to:
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[fi$yd o : t. (1) under whose direction the tests are to be conducted,
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(2) credentials and ability of the individuals performing the (( [ , 7 f
- . tests, and x
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; (3) the involvement and oversight of the NRC (AC-66).
L}. . W U These questions surfaced during an interview with the alleger. {.7 q . 4. Assessment of' Safety Signficance: kb ,,f W
- a. The documentation provided by the alleger indicates that no Schmidt hammer test datf for concrete pours no. 201-5781-001 in the Reactor 7' #2 Cavity Wall and 002-5778-001 in the Auxiliary Building east wall appear to exist. In both cases Schmidt hammer tests were scheduled e, to be perfonned because field-cured cylinders were mishandled and were not representative of the in-place concrete. In both cases c]2s7
,ow . , ,
l = TWAM *%h+% L+ 4 g%. hgeg 3, ,g.,gg, g ga 8 gg g_g g g g,.gg*g gy gQ3 ' y ., g a g g4 g. pgggg, g , , ,_, ,,ggag.g[,g+,
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ws' y- 7 nN m; ' eg n 'j,, NW the laboratory-cured cylinders met strength specifications and curing records demonstrate that adequate curing temperatures were maintained g[hyJ- [nI . throughout the required curing period. These facts are not disputed [, by the alleger. These data are sufficient to establish that adequate $' concrete exists in walls in accordance with the provisions of " Cold ki.$ [ Weather Concreting," Ancrican Concrete Institute 306 R-78,_(ACI 306 ID R-78). -- dV p y b. The alleger noted that Schmidt hamer tests 'were made at various ' Q times by both Hunt and TUEC personnel and she questioned the hE competency of the testers. The TRT is aware of no documentation
- p f which certifies the ability of the testers to perform this particular 1 l
p,, test. However, most of the testing was donc to verify the condition
- f," of concrete placed in cold weather when either the curing records E[>f H. indicated a fai-lure to maintain required curing temperatures during
[$a the latter stages of the curing period or the field-cured cylinders failed to attain the required strength. But in all cases y!7 laboratory-cured cylinders had adequate strength and the concrete was 2 L- adequately protected from freezing for the first few days so that it i~ satisfied.the requirements of ACI 306 R78 for concrete not loaded at y a young age. The only set of Schmidt hamer data which played a f necessary role in establishing the acceptability of the concrete was E. in pour 105-7801-001, a suspended sla in the Unit 1 Safeguards
.f Building. This section may. " " 1 be retested.
t
.i ; $, c. The alleger expressed reluctance to accept the Schmidt hammer test as g a means of establishing the acceptability of concrete in dealing with W,
h an open: issue until acceptable answers were given to her questions. The answers were as follows: p, ,
* (1) 'The TERA Corporation has been retained as a third party to direct the testing. TERA has retained Jack Benjamin and Associates as statistical consultants to assist with the experimental design and analysis of data. $ble ...u s _..,,,,.,m. .. Af,h"dOZZ.- :06.~.JL:04.;@sa.~~~.
m w._ M,'j {'i ) . ' ' w.m e. - m nmww.. m w+ a... - 9% ' @ p.3 . MM , , - sus- .u - INlg ' e i g4Q WR gb.iW. g.g (2) The actual testing is being done by Southwest Research %p Institute. That institute has a certification procedure, and gy ', - the certification of the testers is documented. - H .-
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e .5,;: ., (3) NRC worked closely with TERA in developing the test program, and Qj, . ., members of the TRT observed the testing for two days during the p early part of the execution of the program. _ p:- , 5. Coriciusions and Staff Positions: related to^Sheibc$$ rifer There arq[no $[estructural i 0" safety issues
- h a. In spite of the fact that Schmidt hammer tests scheduled to be performed' on certain structural elements apparently were not
['b performed, available data indicate the concrete is satisfactory. The failure to perform scheduled tests is a QA/QC usue which will be y assessed as a part of the overall programmatic review concerning procedures addressed under QA/QC Category 6. "QC Inspections." b; While no documentation has. been found certifying the competency.of Y those individuals who performed the Schmidt hammer test during construction, the testing played an indispensable role in
. establishing the adequacy of only one structural element. That y itshout$/w f element is performing satisfactorilyg my be retestedg i4 L' ycwiM Guy ,gg, ,
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& c. Adequate measures have been taken to ensure reliable results 'of test's %:n ~ >
being performed to resolve an open issue. '+ /
/
[ The TRT interviewed the alleger at the time these questions were raised.
; There will be further contact to discuss the disposition of the questions.
6. ction$
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Attachments: None. . . . Reference Documents: 9. $ 'l. Concrete placement package' 201-5781-001. ' 2 .- Concrete placement package 002-5778-001. 2 N: , . _ . ,
^
E' ;3._ Concrete placement package 105-7801-001. . . -
- 4. -Cold Weather Concreting, American Concrete InstitOte 306 R78.
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W c i. Reviewed b1 : . F Larry Shao, Date i - Group Leader ).% . g. _
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Vincent Noonan, h[i Date
. Project Director 4
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g F:w k.'A pbu q' X& m4y d J.N [ ' ' 9 Much . of thecracks shrinkage confusion which have on this appearedpoint resultsparts in v&rious from different of the record. , Con- definitions of crete begins its life in a saturated condition. As it dries to come into equilibrium with the ambient humidity, it' decreases in volume.~ If it is restrained from achieving any or al1 of this volume decrease, tensile
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!, cracks. In general there are two types of restraint; internal and external.
- Their effect on cracking can be quite different. Internal restraint c' develops in any mass of concrete exposed .o orying on its evternal' surfaces.
- $'- The surface layersi dry out faster than the irtterior mass and.are, therefore,
* * : strained by the interior. The thicker the section, the greater the
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resulting tension at the surface and the more likely the occurrence of , .N; !; > - cracking. 'All but the very thinnest floor slabs and walls must crack. Q N L The problem is managed in two ways. Where appearance is of paramount
- $ importance, closely spaced grooves are placed in the concrete surface
@ during construction. These produce weakened planes which predetermine F the location of the cracks. When the concrete cracks, the cracks are D.W3 hidden in the grooves. Otherwise cracks'are controlled by the arrangement K@ of reinforcing steel. While the total c ulative width of cracks in a S 20-foot span is a constant determinable amount, the judicious selection of size h ' and spacing of reinforcing bars can cause their crack thickness to be Qf distributed among many cracks rather than a single crack. Several hairline g- cracks are preferable to a single wide crack.
- .% fl . 6sowa N/ .. 3v When .the restraint is produced by geenetk
- configuration external to the F concrete. the tensile forces tend to be concentrated in a limited area and s are not subject to redistribution by placement of reinforcing steel. The recedor y8u l basemet in Unit 1 is a classic example. The shape resembled a doughnut with a rigid interior form. When the concrete attempted to reduce in volume, the ~ attempt was resisted by the rigid internal form. In a round sym$rical doughnutthelocationpfthecrackwouldberandom,butinthenon-symmetrical doughnut of the #* ' it could be predicted that the crack would occur at the midooint of the thinner sides.
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- i. be noted that in thick masses of concrete there are contract $f cracks
?Y, similar to shrinkage cracks which result from cooling of the concrete to
, ambient temperature after the concrete has been heated -by hydration of the h cement. They can be controlled in the same manner as shrinkage cracks. The
- TRT observed no cracks in the structures which it interpreted as having structural significance.
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l ll n t 6,,a& }w d}c,a,s/oA826uz./ dea w Ja2Ou, I h The information was principally in three forms: S (j) A complete chronicle if NCR-C650 and its several revisions. 7 (h A presentation of available descriptions of the crack which y do not agree 'on whether it extends clear across the 7-foot thickness of the h coucygff //ff. [ a c .s i m (p) Documentation that field-cured cylinders -houngtz::tissammet j failed to attain specified strength in 2E, days. ge( < - These are discussed below: hN ($) The revisions to the NCR all dealt with changes in the pro-tj posed method for repairing the crack with epoxy-resin. There gy - are no changes in the description or analysis of the crack. The descriptions of the crack are not in conflict; they contain [?h!Q'o j - (h)' [different degrees of detail. It is prudent to assume the Nh ?: - g.g _ worst.. case, c_ n in which the crack extends completely through the [F u 7.
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p on the surface of floor slabs. Corrosion is unlikely. Whiler at various times during construction the.re might @ffX have been some water on top of the mat,. t he structural h&l. configuration of the mat was such that the crack would d f- be tightly closed at the top. There was no other access Ei: hk
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, CASE Exhibits 490, 492, 502, 503, 506,-507, 533, 535, 536, 537, 538, 539,
",p il540, 541, and 542 were essentially reprints of the following NCRs: C1112, (A;f -' -
C1170,' C1389, C1367, Cl303, C1294, C723, C1338, Cil76 (R1 and R 2), and C1784 (R 1, R2 and R3). These documents cite 86 areas of honeycomb g^E94 sufTL-ientiy' deep to expose reinforcing bars. While these occurrences M indicate that workmanship at the placing site was not commensurate with the
- f ". quality of the concrete delivered to the site and that the contractor could have saved money by improving placing techniques and avoiding repairs, they ,
have no effe t on safety on a oro.iect of their size. "2 t . : _ Q'. , j [% .,. T N '151 c!)G^t.t.O f-C '*Wvu?jf h ,h ,,tp,b l_ gub q.(,.c.)' > C) * ' hi ? } Hl.;1 h h&%E( .h $ ~f N 0b 0% &., g
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(. o QA-QC did a good job in muniteing repair activities. The NCRs contain a K , . great deal of information on repair. In some cases rather sophisticated Q ; techniques were used, incorporating vents for expelling air from the p fornias repair concrete was placed.' There'was only a single allegation l- of improper repair. That allegation, repeated in CASE Exhibit 253, was
'l'y discussed in the SSER for Civil / Structural Category 4 in the evaluation f .; . of Alleg$ tion AC-32.
[e h Case Exhibit 487 cited NCR C838,'which described a violation of curing reautrements during cold weather. The problem was dealt with satisfactorily by the application of' curing compound. hCaseExhibit500citedNCRC1335,whichdealtwithafireonthedomeof (b : Unit #1. The damaged area was successfully repaired. g $ $ A &:n Ae$$ps.d h, .dk 6.ck n ('
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f7 L'{- Y f. ;Q, s.- N' ' (7 c; f. Inadequate Strength of Field-Cured Cylinders
-The TRT investigated several instances of. field-cured cylinders in cold weather which failed the requirement of achieving 85% of the strength of standard laboratory-cured cylinders at 28 days. For all structural elements except one, the concrete was of a configuration that it was acceptable under the provision of " cold weather concreting," American Concrete Institute 306 R-78, by virtue of the fact that the laboratory' strength was.. adequate and , the concrete was protected from freezing for two days followin~g~ placing.
The exception44
- the slab in the Unit 1 safeguards building identitied as
~
placement 10547801-001. Adequate strength of this slab has not been documented. o g4 Accordingly, TUEC shall:
- 1. Test the slab with the Schmidt hammer, making use of' certified' operators. A 4 4c(3 % h.h (, A; Q (.,, ip 7 pg 6,,. q7.r.J..
2. (>h b A.S . Compare the test results withL.those obtained in the test' program' ? - > generated for'the investigation of the alleged falsification > of compression strength test results to determine whether the slab has adequate strength. ? g Lr
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By 4. y'L v iQ L c' ' . g . 4 af A '- ,R, . v' y s t 'I"% 4 '$ . U f n:; - fu:, R&c ' * . g- , ,9.. .-- y . O d' e e e e y . ? o . .~, .k ,$ d+{$4~ =v..'[Ii NM*. b ,,n, ,. 1, r ko A 7 e. ^ Mg BgW .:. a, : g . j i and CSSOdotes,irt00rpOrcted April 15, 1977 2~ .- - - . i ~= . Mr. Byron K. Kinkade - '- - Robert W., Hunt Co=pany - Route 1, Box 296 ! i Glen Rose, TX 76043 ~ ~
Dear Mr. Kinkade:
~
, The following individuals accordance'with HT-513-30. are]ce[rtified,',as , Level _-I in'spectors: in .
~
This certification shall expire two, i years fron.this date. '
. ~~
..] . . .
-NbE-. . - - . .. - : - . . - ---- - - --
suc:.. .. SOCIAL SECURITY 2; UMBER _; .
--r - . - -
Jerry F. Beck George F. Wilkins
' ~
. Charles E. Osborne Bobby L. Derry
% -Stephen H. Davis Edward E. Dotson
% . Joe W. Fielder Thoi::a's S. Hutchinson C Richard D. John ;
L W. D. " Jack" acy . Paul D. Moore,' Jr. / Dewey T. Oliver, Jr. l Milliam R. Persinger
- 0 Uylie Porterfield E,ugene I. Ray l g
Ira A. Scoggins John W. Williams j j l ,-j - He . Sampson, Jr., P.E. Level III Inspectiori Engineer
/nv j
Engineering Tosting - Soils Engineering C/523 4120 Scottond./ P.O. Box 7842. Houston. Toxos 77007 (713) 8 61-315 3 n-- - -- Y
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A q ugd'm 's **d 6' k'"$ " 5"My 59~C w u if M ^ N 44 q.A.,,9 o SN.lvu u A re b hv/r d " Draft 6 - 10/22/84 p4.e- .H ;abw 4 44em egara% e p AQC-10 Category 7 - CPI
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- 8u ha'ap Spsud.e.
SSER
- 1. Allegation Category: Civil and Structural 7, Uncontrolled Repair
- 2. Allegation Number: AQC-10
- 3. Characterization: It is alleged that the removal of a Hilti bolt from the floor at the 852-foot level of the Safeguards Building resulted in a
' cone-shaped section of concrete being removed which was later repaired in an " uncontrolled manner."
- 4. Assessment of Safety Significance: The implied safety significance of this allegation is that,1f it is true, the floor slab may not be capable l of carrying the hioads.M X% {cd- Q$ l) I desti^- ,
l
!n assessing this allegation, the NRC Technical Review Team (TRT) examined
*~
RC Investigation Report 81-12 (April 16, 1982), which described the observations of the area in question by an NRC investigator and the senior
. resident inspector. They concluded that the floor was repaired with a surface patch rather than being repaired all the way through. Suc'h an ;
uncontrolled and undocumented repair of a portion of Category I structure may indicate a breakdown in QA/QC control. ~ l l The TRT concurred with these findings based on its observations of the floor area in question. Nevertheless, the TRT performed an independent evaluation of the safety significance of a 14-inch diameter hole extending through the floor slab adjacent to pipe support No. CC-1-137-700-E63R, as alleged. This hole _is located in the Electrical and Control Building and not in the Safeguards Butiding, as alleged, and as reported in NRC Investi-9ation Report 81-12. 1 For the worst-case analysis', the TRT assumed that two reinforcing steel bars (rebars) were cut in the process of removing the Hilti bolt. To account for the unknown quality of the material used in the repair, the
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TRT computed the ultimate moment capacity of the floor. slab with and without a 14-inch section of slab removed. These estimated strength capacities were compared to the strength requirements necessary to resist the actusi moments resulting from the slab design loads. The adequacy of shear capacity was also verified in a similar manner. From these analyses, it was evident to the TRT that the capacity of the slab in question to resist actual design loads had not been impaired,, even though the most conservative engineering assumptions concerning cut.rebar and a 14-inch hole were made. s.
- 5. Conclusion and Staff Position: Based on observations made by the TRT, the floor slab does not show any sign of degraded capacity or of poor repair practices. The slab appears continuous and composed of good
-materials. An independent TRT analysis of the slab capacity, based on conservative engineering assumptions, confirmed that the structural integrity of the slab would be maintained under its design loads.
Accordingly, this allegation has no safety significance. However, the results of this evaluation will be further assessed as a part of the programmatic review concerning procedures addressed under QA/QC Category 6, "QC Inspection." Therefore, the final acceptability of this evaluation will be predicated on the satisfactory results of the program-matic review of this subject. Any adjustments to the existing conclusion - of this evaluation resulting from the programmatic review will be reported in a supplement to this SSER.
- 6. Actions Required: None.
- 8. Attachments: None.
- 9. RdferenceDocuments: .
- 1. Brown & Root Drawing No. BRHL-CC-1-EC-020.
- 2. Brown & Root Drawing No. CC-1-137-700-E63R.
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- 3. Gibbs & Hill Calculation No. SAB-103C.
- 4. NRC Investigation Report No. 81-12. April 16, 1982.
- 10. This_ statement prepared by: ,
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. pia, T Date I chnical Review h C Reviewed by:
L. Shao, Date Group Leader Approved by: V. Noonan. Date Project Director I t a 4 e e 4
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[ j DRAFT 6 - 10/22/84 SSER Category No.16/CP3 SSER , 7
- 1. Allegation Category: Civil and Structural 16. Excavation and Backfill p -
- 2. Allegation Number: AQ-64
- 3. Characterization: 0 It is alleged that ov g cavation and improper fill under the Unit 1 Containment Building could invalidate the expected
-' . seismic response of the foundation due to the change in properties
- resulting from the removal of in situ materia 1.
[
- 4. Assessment of Safety Significance: Theimplied[significanceofthis allegation is that if it is true the quality of the concrete basemat may be indeterminate and its dynamic response characteristics may be .
affected appreciably:4-Tk3HLT X (.{e.4._ l5( y y G}-A)) During an investigation conducted in 1984, the NRC Office of Investigation
- j (01) Interviewed the alleger (84-006,- 3/7/84, A-7) and reference was made '
to ov6cavation and improper repairs in the foundation rock for the Unit 1 Containment Building. The alleger stated that the excavation was
- erroneously made 6 to 8 feet too deep and that upon realization of the error, the repair technique was simply to throw the loose rock back in to -
the excavation and fill it in with concrete. The TRT reviewed NRC inspection reports, the FSAR, and the Atomic Safety and Licensing Board (ASLB) hearing transcript, where this concern was the subject of contention No. 7 and was admitted into the hearing on June 16, 1980. By order of March 5,1982, the ASLB granted summary disposition of contention No.-7," based 6n tEiFTinding that no genuine issue as to any material fact was.shown by any of the filings. The TRT also reviewed the affidavits and statements filed by TUEC and by the NRC in supp' ort of the motion for summary disposition. These documents adequately describe rock L_. O I 5 S 5' m 8
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l 2-l l overbreak, accomp~anying fissure % d subsequent repairs. Affected areas saan y l were backfilled with concrete having a minimum compressive strength of \ 2,500 p'o unds per square inch at 28 days, or were grouted to maintain continuity of
, competent rock in which fissures were identified. The TRT reviewed 4rocedures utilized to replace fractured rock with dental concrete and to grout surrounding fissures and the accompanying compres-sive test results. The TRT found that FSAR figures 2.5.4-33a through c
2.5.4-35 are maps of the excavation showing the location of fractures and the extent of dental concrete backfill. These figures showed that the area of overexcavation represented a small portion of the entire excavated l area. FSAR figure 2.5.4-37, sheets 1 through 21, 'showed photographs of the excavated walls. The TRT interviewed the NRC inspector who was present during the excavation process and verified the conditions presented in the FSAR. 1 The TRT independently evaluated the potential impact on the seismic response of the Unit 1 containment foundation due to the replacement of a limited amount of original rock with dental concrete from the standpoint of possible changes in foundation stiffness. Because of the fact that (a) the dental concrete's behavior, stiffness, and structural strength were essen tall identical to those of the natural rock replaced at the O5 ;ediaik si Wan m two the area a ected by the replacement work was relatively - small (refer to FSAR Figures 2.5.4-33a through 2.5.4-35), the TRT deter-mined that no appreciable impact on either the static or dynamic response A characteristics of the foundation resulted from the oigcavation. An
'\.
affidavit prepared by a geotechnical engineer in the NRC's Office of ' Nuclear Reactor Regulation supports this conclusion. He provided his evaluation of the effects on static and dynamic foundation stability of replacing undisturbed limestone and claystone foundation rock with dental concrete. He concluded that the ability of the repaired foundation materials to withstand seismic disturbances had not been. impaired. ' 5. Conclusion and Staff Positions: The TRT concludes that the over excava- l tion of a small portion of the Unit 1 Containment Building foundation and the subsequent replacement ~of the affected area with 2500 psi strength
)
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s , l 3-dental concrete and grout did not affect either the static or dynamic characteristics of the foundation. Therefore, the expected seismic response has not been invalidated as alleged. The excavation and repairt have had no safety impact upon foundation integrity. Accordingly, this allegation has neither safety significance nor generic implications.
- 6. Actions Required: None.
S
- 8. Attachments: None.
- 9. Reference Oscuments:
- 1. NRC Inspection Reports 75-05, 75 'l6, 75-07, 75-09, 76-05.
- 2. ASLB Hearing Transcript pages 783 to 1259.
- 3. ASLB Drder Granting Sunnary Disposition of Contentions 2 and 7 March 5,1982.
- 4. CPSES-FSAR.
- 5. Affidavit of Owen Thompson Contention 7.
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- 10. This statement prepared by: W !AL _ l f f-Jhpia,T #
Datje Technical Reviewer EthclYf Reviewed by: , L. Shao, Date Group Leader Approved by: V. Noonan, Date Project Director q '* % % ~'
)
Revision 1 CP3 10/22/84 Category No. 14/AE-17 SSER
- 1. Allegation Category: Civil and Structural 14, Control Room Area Deficiencies i
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- 2. Allegation Number: AE-17 we nemt
- 3. Characterization: -It is alleged that the field run conduit, the drywall, l
and the lighting installed in the area above the ceiling panels in the control room are classified as non seismic and are supported only by wires and that these items may fall as a result of a seismic event.
- 4. Assessment of Allegation- The implieh ific this allegation is /
that if it is true, the b:M t: '" ---t r:1 r;;: ;;;;;;; ; may cause i njury *to : # -*--
- ':-': ;;;a and adversely impactam plant safety w .
g E covTtAtd W epfA M The^ Technical Review Team (TRT) electrical group reviewed the electrical aspects of this allegation (Electrical and Instrumentation Category 4). - The Civil and Mechanical group of the TRT evaluated the seismic aspects of this allegation. t
-General Design Criteria No. 19 requires that safe occupancy of the ~
( control room during abnormal conditions be provided for in its design. f The Comanche Peak Steam Electric Station (CPSES) control room is in a seismic Category I structure, with certain seismic Category II and
~nonseismic components located in the ceiling. Seismic Category I refers to those systems or components which must remain functional in the event of an earthquake. Seismic Category II refers to those systems or.
components whose continued functioning is not required, but whose failure could reduce the functioning of any Seismic Category I system or component (as defined in Regulatory Guide 1.29) to an unacceptable level or could result'i,n an incapacitating injury to occupants' of the control room. Seismic Category 11 systems or components are, therefore, designed C 58L ' I ~ t hh %*E % y s , e
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.a. o 2-and constructed so that a Safe Shutdown Earthquake (SSE) will not cause such failure or injury.
In assessing this allegation, the' TRT reviewed the'CPSES nonsafety-related conduit, lighting fixtures, and the suspended ceilings installed in the control room. Three types of suspended ceiling exist in the control room: drywall, louvered, and acoustical. The following list designates those ceiling elements present in the control room and their i seismic category designation:
- 1. Heating, Ventilating and Air Conditioning - Seismic Category 1
- 2. Safety-related Conduits - Seismic Category I
- 3. Nonsafety-related Conduits - Seismic Category II
- 4. Lighting Fixtures - Seismic Category II
- 5. Sloping Suspended Drywall Ceiling - Nonseismic
- 6. Acoustical Suspended Ceiling - Nonseismic .
- 7. Louvered Suspended Ceiling - Monseismic The TRT also examined the control room ceiling system and pertinent design drawings, and met with cognizant Texas Utilities Electric Company (TUEC) i engineers on July 31, 1984, to discuss the specific seismic analyses performed for the ceiling ~ elements. In addition, the TRT held a ,
conference call on August 1,1984, with principal Gibbs & Hill (G&H) design engineers (at which TUEC representatives were present) to discuss the design and calculation procedures for the ceiling elements. The TRT determined that none of the suspended ceiling elements were considered to be either seismic Category I or II; Lewever, TUEC had modified the sloping suspended dr> wall to add more support. G&H could not provide backup calculations to support this modification, nor could TUEC provide justification for their position that the remaining' suspended ceiling slements (i.e., the louve' red and acoustic elements) would not fall and cause an incapacitating injury to operating personnel. l l i l l 1
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v . . ., 3-This would indicate failure of the quality assurance program to ensure that applicable provisions of Regulatory Guide 1.29 were fully met. The TRT requested backup calculations fo'r the sloping suspended drywall. TUEC provided the calculations on August 3,1984, along with the calcula-tion packages for the lighting fixtures, the nonsafety-related conduits larger than 2 inches in diameter, and the safety-related conduit. The TRT reviewed these calculations, except those for the safety-related conduit since they were designated as seismic. Category I and therefore
~
- s. were excluded from the scope of this review.
The TRT found that nonsafety-related conduits that were less than or equal to 2 inches in diameter were not supported by redundant seismic Category II cable restraints. The TRT also verified the adequacy of calculations for the nonsafety related conduits larger than 2 inches in diameter. , The .TRT found that the G&H calculations were based on the equivalent static load method, which involves multiplication of the dead weight of an item by an appropriate seismic acceleration coefficient. This equivalent static load calculation did not take into account the influence from the adjoining suspended ceilings on the calculated response. This was significant because redundant cable supports were not . provided,for the' suspended louvered and acoustical ceilings, and the impact from the accelerations of the lighting fixtures was not considered in any analysis. The ceiling, as a whole, manifested a more comp' lex configuration than that assumed in the e,oivalent static load an'alysis in that .the ef fects from adjoining suspended ceilings were not considered. A justification based on the seismic response characteristics of the entire ceiling, which would account for the frequency content and amplification characteristics of the seismic motions, as represented by ' floor response spectra, is required to justify the value of the seismic acceleration coefficient used.
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- 5. Conclusions and Staff Position: The TRT found that not all items in the i'
Control 4oom ceiling f all under the seismic Category I or II designation. Specifically, these items are the suspended drywall, acoustical and louvered ceilings. These components designated as nonseismic do not satisfy the provisions of Regulatory Guide 1.29 since they were not designed to accommodate seismic effects. Nonsafety-related conduits that i i i are 2 inches in diameter and less also were not designed to accommodate seismic effects. TUEC presented no evidence which showed that the effect of failure of these items had been considered. i The TRT concludes that calculations supporting the seismic Category II l lighting fixtures do not adequately reflect the rotational interaction with the non se smic items. In addition, the fundamental frequencies of the supported masses were not calculated to determine the influence of the seismic response spectrum at the control room ceiling elevation. l l
- 6. Actions Required: See Item II.d in the enclosure to the D. Eisenhut letter of September 18, 1984 to M. D. Spence (TUEC). I
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- 8. Attachments: None.
- 9. Reference Documents:
- 1. Calculation No. SCS-171C, Set No. 2, " Seismic Restraint of Lighting Fixtures," pages 1-37, dated January 14, 1981.
- 2. Design Change Authorization No.10757, dated August 10, 1981.
- 3. Regulatory Guide 1.29, " Seismic Design Classification."
- 4. Texas Utilities Services, Inc. (TUSI) letter CPPA-11, 410, dated July 22, 1981.
- 5. Gibbs & Hill letter GTT-7965, dated August 7,1981.
- 6. TUSI memorandum CPPA-40, 224, dated August 3, 1984.
m j
- 20. This statement prepared by: / o l //i [# _
J. apa,[RT[) D I) YI SY ~
- c. 44 L*yw 3gT D%
Reviewed by: hg Tei n .u.4 % ,w w L. Shao, Date Group Leader , Approved by: V. Noonan, Date Project Director 1 l i j
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