ML19319D229

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Summary of 760618 Meeting W/Util,Gilbert Associates Inc & NRC Re Util Interim Rept on Concrete Separation in Reactor Bldg Dome.Nrc Comments Encl
ML19319D229
Person / Time
Site: Crystal River 
Issue date: 08/09/1976
From: Engle L
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
References
NUDOCS 8003130851
Download: ML19319D229 (15)
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Text

{{#Wiki_filter:.- _ 9-- 'm - 4.., - +_ MEETING

SUMMARY

A DISTRIBUTION: -Docket File K. Kniel LWR-1 File J. Knight NRC PDR G. Knighton Local PDR' W.-Kreger 'G. Lainas TIC. ACRS (16) R. Maccary ~ V. Moore IE (3) OELD ' J. Muller T. Novak R. Ballard

0. Parr V. Benaroya R. Boyd

. S. Pawlicki D. Bunch W. Regan D. Ross E. Hylton - E. Case Z. Rosztoczy B. Rusche P. Check I. Sibweil R. Clark D. Skovholt J. Collins H. Smith.(1) P. Collins R. Denise M. Spangler H. Denton T. Speis R. DeYeung J. Stepp J. Stolz M. Ernst~ ~ R. Tedesco W. Gammill JR. Heineman-S. Varga D. Vassallo .C. Heltemes R. Vollmer R.. Houston L. Hulman F. Williams T.-Ippolito B. Youngblood Project Managar Participants I e 8003130

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~. w w y 1. ,[:~ ~. Ii y ~, 2 _-'d*, ss - DOCKET h3:- 50-302 7 -Af .y . + . APPLICA?iT: Florida Power Corocration w. - FACILITY: Crystal River Unit 3 ?. 4* ,r p k '.~. - e x ~ ~ x ', t-JSt.'C'ARYL OF MEETING '4ITH FLORIDA POWER CORPORATION REGARDI!!T THE'. ~' CONCRETE SEPARATION It! TiiE REACTOP. BUILDING DOME OF CRYSTAL: RIVE 0 UNIT 3. 4

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- The' Elorida Power Co'rporation (FPC) and-their consultanA.s (Gilb'ert' - : Anociates,'In:or,, orated: IPR, Incornorated; and Construction . Engineering Con *:ultants, Incorporated) r.ct with the MC staff on - June 18,1976, to discuss FPC's interim rcnort Acrystal River, ' s ~' Unit 3 Reactor Butiding Dome Dalanination Report," suteitted on ' Jare.~ 11, 1976, for ?!RC staff evaluation. An attendance list is; nrovidcd in 8 closure Fo; 1. Rackg-m.d On Sme 11,197E, FPC submitted their interk report en their inveti- ,..,, r, rete scor. ratio:. in tM reactor bilding natkc and evaluation: cf conc 3 ,y o. m conten,d o,...we intm.G cm oc srysta) _.xwer, a14. recort are shown in-Enclosure No. 2. h ECLstaff rev!evel FPC's interim re:,crt frna June li-17..M76, and found areas cf c accrn and the need for Mditicnal clarificatien'regaW P'C's reert. FIC Status Noort The FPC stated that notential contributing factors have-baen investi-gatel to determine the cause.or causer of the concrete separation. No secuence of event's'has been identified to, establish what caused [thereactor: building'demeto;beinTitspresent. condition. The FFC' g~. indicated;seme^ of uthe effectsIwhich'crobably contributed to:the 7 (,, concrete separation are:- ds?' 9

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The FPC stated that analyses indicat6 the deiaminat# Ttructure f presently represents no: hazard"to personnel. - However, several loaR t 1' u

' combinations do not satisfy the design margins of the CPe3 FS/E criteria.. ~ c x r w The FPC. stated that the proposed repair. method.for restoring the- -reactor building dome to a fully prestr?ssed 36" thickness will be acconplished by releasing the entire, dome prestress through-detensioning, .!ntegrating the existing upper cap with:the;1ower part of-the structure .sith radial anchors,4 and.then retensioningithe composite dome.. n 1 - 1. en The-FPC' stated that(all evaluations to.dateLindicate the proposed ' corrective fix is 'a correct and. reasonably. risk-free approach to an acecotable repair. The FPC stated they were anxious to proceed with the corrective fix and planned to corrnesce corrective actions on &ne 15,1975 (see FPC's repair schedule in Enclosure 3). MC Staff Cconents-The ???C staft.crovided the FPC with their comments and concerns regarding Z's. interim report (see Er.ciosurc 4). Considerabic time was spent in discussing the 3/r steel liner plate. Cn. page 2-5 of the "Interin Repor't" It was stated tut concrete-creep wuld oroduce a-reduction b t% concrete str:.ss and the ely r incre.ise the liner str?ss. Since the lina-r is relativdv thin and might buckle. under prastress, the staff indicat d that the liner should not te considered to contribute any strength 00 the concrate contain-ment wessel. Mcuever, in the design of tha stcH line, etrd n oroduced by concrete. creep should be considered in checkim for . leak tightness integrity.; FPC was requested to revise the' concrete stresses in the interim rerort, provided their ongoing walyses indicate the concrete stresses hwe been reduced. .y., The} FPC's" proposal,. for including detensioning of the reactor building-dome' tendons appart of;.theincorrective fix was discussed at length. ,The MC.stafffstated that;the. release of the prestress forces due. ~ to detensioningw111/ produce strain recovery.' 'Theistaff stated that. N the strain?recoveryhin.the concrete would.be! resisted by theisteel t - ' reinforcing barsland:thElincr: plate and concret'e creep sffects may . produce tensionsinithe concrete.5FPCwas requested to'showthat V ' ' concrete crackingUresulting from-tension'(due to detensioning)30uld' ~_.. nc t"j eopardire: t.h.C_s.tru. ct.u.ra,l.Eintegr.,i tyoof th.e. dem.o in.t_ha r.ec.t.oriu_ of the. liner anchors.w<e. -._ - - e- ~ - -. ^ .m - mc, x-s we m = w w ... m ...;. c.m c ( J ',. ~ .. y Q"*';;pQQiQ _s w ..,,- w.- [,

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~: .cy; ..a 4,;; V . ; nw v,s 4 -- T . ; Q _ w x :. y..~ 2.- 3 ; y :~ 9 AUG 0 9:39W.c:;b.MC.=='%LWF c c.. ,m., ...,. -. ~. ..., c -. =. a. u , 2... = v.. p +"7.-.- The staff statsd that tihe detensionina. of. th'5Tdoce.will ~no't return... 2 itho structure to its original non-prestressed state irrespective of ". T-1anyL tendon detensioning sequence of operations. The staff stated it was, therefore, neconary to analyze the detensiened dcco'for .$7. the effects of concrete creep. The staff requested that FPC make an analysis and demo =trate thn tb integrity of tM detensioned dome will not be cocrcmised. Special emohasis was placed on the integrity of the concrete in the ring girder and the top of the - ^ ~ 1 cylindrical. wall.,.:. yc y;. m vs. c s The FPC Wasir'equested Ltoiprovide'a detailed instrumentation orogram ' which would allow'. continuous.conitoring of the behavier of the done, .a the ring girdarband the top part of the cylinder wall during the ~ detensioning sequence. v c c The 9C was requested 'to. provide a' crmitment that sufficient instru-mentation would be installed to assure, during retensioning of the dome tendonsi that the upper portion of thefdome-(abcVe the crack)_ would produce compressive. stress 'at the.-saac rate as the icwcr vtion (blow crach). The FPC ms also remmtd to inw " rate for the posstMlity of concrete cracWo in tha hace dimc P n on the dom Won conduits. The MC staff stated that' tth qethrni": tion cf the causes for the concrete separation are import:mt in ass ~ sing W adequacy of any rep W program. th t'c =c Of miia! ' 'chort vii' - vide additimi cacability for dxe resistance to radial r.crion. ^ Corrective M airs! 1 .,,a The FPC provided-their sequence of ocerations required to achieve. - CQ. > the " corrective fix" for.the CR-3-reactor building dcme,,Ther 4, WC ~M" cDerations arcL _ ~ m.~. 2y.. w. ,m. y. - (1) ~ ~ The tendons.Nodl,d b.efde_ tensioned,in acc.ordance%, f th;a9 proved.a.. DE,n + . wx + - ' ' n= - M.wW ~& Mw. procedures.?:M w?9 %;h+ N Mtu+~ ~~,qi.s g:xA'2pp y,q , g? ... s y, w m..w3 > ,V ms ...'.m 'n y

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observed. - These observations will:be-correlated with readings for the position-at_the. bottom of1the dome. apex.. In~ addition, the move-rwnts at eight other locations on two orthoganal radif, 79 and 349

-orientation,'will be monitored from.outside of tiw doma /s:e Enclosure 5). a ,s.. Possible Chandes in the Corrective Fix 'ThEFPCJstated the "errective fix" as cresently defined 'could eterm at:any: time. Any;cbserved changas in instrumentation recordings which do not correlate wits the nresent finduqs, invenications, and analyses would be a sufficient basis for stopping-maairs and reevaluating the dcce recair problem. ~ The-FPC st..Md they did kmc th? WC staff ir%cd of repair Wules and notify thc_.1RC staff.on any changes in the correctivo fix. Staff Commnts 7 The NRC staff stated'that. their cc.:nents and recuests for infomation

(re FPC'.s' Interim Report) uculd be issued. formally to thalaaplicant.

- Aho, any changes in the corrective fix would recuire additional reports and evaluations by.the NRC staff.. -- ' t. [ ^' .,l 4; - 48 'I 7 _9 -'c.. j The'FPC %ill~be required to1 adequately assure the NRC staff that the- . repaired reactor building dome meets;the safety' codes and criteria m Mas,specified!.intheCR,3:fSAR.e,'?fi J fM i, ~ MMp j.[-Q@.g((.sj,%grsigneaS_1, q3 kgym pfg - ~' 1

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( / .e t - 5 ENCLOSURE 2 CRYSTAL RIVER UNIT No. 3 DOME REP 0"T 8 ,{, TABLE OF CONTENTS \\ Section Title Page i y..;

1.0 INTRODUCTION

1-1 i l.1 PURPOSE l-1 J 1.2

SUMMARY

AND CONCLUSIONS 1-1 a 2.0 ORIGINAL STRUCTURE 2-1 .,j.;, 2.1 PHYSICAL DESCRIPTION 2-1 C.- 2.2 APPLICABLE CODES AND STANDARDS 2-2 2.3 CRITERIA 2-2 2.3.1 Principal Tensile Stresses - Flexural Stresses 2-2 2.3.2 Shear 2-3 h[;d-2.4

SUMMARY

dF ANALYTICAL RESULTS 2-4 4 2.4.1 Structure Prior to Operation 2-6 f.' 2.4.2 Normal Winter Coerating Condition 2-6 2.4.3 Structural Integrity Test 2-6 lg. 14 2.4.4 Accident condition 2-7 I L, ',' 2.4.5 Snall Pipe Break 2-7 g?' 2.4.6 Sucrary 2-7 k l 3.0 PROBLEM DEFINITION 3-1 0 3.1 1NvEST1 CATIONS 3-1 g' 3.2 DELAMINATION GAP 3-3 3.3 POSSIBLE CAUSES OF THE DELAMINATION 3-3 jif 3.'3.1 Properties of Concrete and Constituents 3-4 3.3.2 Radial Tension Due to Prestress 3-5 ,I 3.3.3 Conoression-Tension Interaction 3-6 ~ 3.3.4 Thernal Ef fects 3-7 3.3.5 Tendon Alienment 3-8 3.3.6 Hearf Construction Loads 3-9 3.3.7 Coastal Location 3-9 3.3.8 Location Adjacent to Fossil Units 3-9 3.3.9 Construction Methods 3-9 3.3.10 Inpact Loads 3-10 3.3.11 Shrinkare Effacts 3-10

3.4 CONCLUSION

S 3-11 t 4.0 DELAMINATED STRUCTURE 4-1

4.1 INTRODUCTION

4-1 4.2 APPLICA3LE CODES AND STANDAPSS 4-1 'l 4.3-CRITERIA 4.4 E7ALCATION 4-1 4, 4.4.1 Structure Prier to coeration 4-4 4.4.2 Nor al Winter Ceerating Condition 4-4 4.4.3 Structural Inte2rity Test 4-5 4.4.4 Accident Condition 4-5

4.5 CONCLUSION

S 4-7

e .fs ~- , 4 TABLE OF CONTENTS (CONT'D) . ("h Section Title Page 5.0 CORRECTIVE ACTION 5-1 5-1

5.1 INTRODUCTION

5.2 ADDITIONAL INVESTIGATIONS 5-1 5-1 5.3 REPAIR METHOD 5-1 5.3.1 Sequence 5-1 5.3.2 Instrumentation 5-2 5.3.3 Dome Detensioning and Retensioning 5-3 5.3.4 Lower Level Crack Grouting 5-3 5.3.5 Radial Anchors 5-3 5.3.6 Grouting nelamination Gap 5-4 . 5.3.7 Dome Surfacing 5-4 5.3.8 Performance Criteria 5-4

5.4 CONCLUSION

S 6-1 6.0 QUALITY-ASSURANCE 7-1 1

7.0 REFERENCES

FIGURES a APPENDICES s 4 T - 1 f

COMPLETE DOME _TENDott DETEMSlou 5,5 l ' 3 17 O ~ / l l " DRILL } ANCHOR HOLE S I SECONDARY crack 38 9 o DIAG.( GROUTING y ro' J grout PR). q INSTALL Rock CRACK-cure m TIGHTEM ANCH, RETEM61_OM ,Q AMCHORS ~ 1/5 u o ~ "/16 j{ g 6 9,4 f 15 E 9-E E k$ C c,! ,) FLorMDA power C.on e. C.RYSTAL Rivew# 3 blu c.t.eAn Pt Aur REAC. TOR But LDING Dome ReeAsa

s' ' Q ~ ENCLOSURE 4 NRC STAFF CCHMENTS ON CRYSTAL RIVER UNIT N0. 3 REACTOR BUILDING DOME DELAMINATION INTERIM REPORT _ GENERAL 1. For easy reference, provide a list of tables and figures in the Table of Contents. SECTION 2.3 AND TABLE 2-2 1. Clarify the definition of tensile capacity of concrete. Explain how principal tension is related to shear and diagonal tension as indicated in Section 2.3.1,.and what is the difference between the shear discusse ,in this section and that in the next section (2.3.2). 2. Provide end describe with examples of actual design, the conditions under which each of the criteria (a) and,(b) in Section 2.3.1 is appliec 3. Since the stress / strain distribution is tri-axial, the limits of 3 8{ and 6y7 may not be directly applicable to this problem 6 and their use should be justified. 4, 110,85ff as extreme compression in ultimate strength design is used, it may noti be directly applicable for the same reason as in j the above coment and should be justified. l S. The shear strength of concrete is' influenced by stresses orthogonal to the axis of the element; therefore, this effect should be considered. SECTION 2.4 1. In the paragraph in the middle of Page 2-4 you indicated that for structural integri,ty test and accident condition load ccmbinations, stresses for sustained loads cannot be combined with those due to rapidly applied loads internally in the program and are ecmbined i externally. Provide an example of actual design to show how the stresses are combined externally and illustrate the combination on a stress-strain d'agram. ~ i [ i 6 6

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2. Provide the procedure which you used in the design of the steel liner.

~ In Table 2-2, you stated that no criteria ~on liner strains were used in the original design. Indicate the criteria you used for the steel liner design. ~

3. Discuss in detail the effects of creep, including the following consideration :

Because of the different level of prestress in the wall in the vertical direction, the wall in the hoop direction, in the ring girder and in the dome the E[ is different in all these directions and this effect should be considered in the analysis. The wall acts as an orthotropic element. The different parts of thestructurehavesimultaneouslydifferentE;duetodifferent specific creep. 4 4 In Table 2-3 add load combination ecuation for repairs. This equation should ir 7, seismic load tem. .SECTION 3.1 1. Discuss the tsliability of direct tensile tests perfomed on cores. i Since in the structure the radial tensile stress occurs simultaneously with two orthogonal compressions or with two orthogonal tensions, a more thorough investigation is required. w Section 3.3 1. In the list of, factors which may have contributed to the delamination i problem, add: creep and stress concentrations (at tendons) inherent in this type of structure. 2. In Section 3.3.2 it is indicated that by using sap IV computer pro-gram and the model shown in Fig.' 3-16, the effects of material properties on radial tension stresses are evaluated. Identify in the model: l l (1) the steel elements, such as reinforcing steel, and tendon conduits. (2) the manner in which the prestressing force is applied, indi-cating if the prestressing force component tangent to thp dome 1 curvature is considered. \\

O ~, 3. Provide the hand calculation which you made to obtain the radial tansion. 4. In Section 2.3.4, transient thennal gradients may generate shear stresses, and should be considered in the analysis. Sfailar effect exists for lecalized thennal gradients. 5. The solution for stress concentrations as shown in Fig. 3-17 & 3-18 is incornplete. It should be noted that compression exists also in the direction parallel to the conduit ((g). This stress generates additional stress concentration in the plane ((23 r ) orthogonal to 3 the tendon, which should be added to the stresses shown in Fig. 3-18. 6. When the effect of tendon conduits is analyzed, it should be noted that this effect 1.s different when evaluated in the direction parallel to the tendon and orthogonal to the tendon. In the direction parallel to the tendon a " thick pipe (5"D) approximately replaces the removed cencrete. But in the direction perpendicular to the tendon, the pipe introduces a flexible link which modifies the average, roper cias of the' concrete section. SECTION 4.4 1. In Sections 4.4.1 and 4.4!f'you indicated that in orier to consider the containment structure servicssble for the tw loadir g conditions the shear capacity of the tendon conduit would have to i.e considered. Such consideration may not be possible, unless the bond stress between the conduit and concrete can be justified to be adequat). SECTION 5.3 1. The figures 5-11 to 5-14 do not include a study on shears. Provide a detailed analysis of shear stresses in the detensianed dome and demon-strate that these shear stresses, acting simultannusly with nomal stresses, do not indanger the stability of the dome. Special attention should be given to radial shears. 2. Either justify in detail the use of 24" for the dome thickness in the pres,ent analysis, er present a parametric study for different thick-nesses; for instance 24"; 18"; 15". 3. Demonstrati that the detensicned dome and the steal liner can take the load applied during 'th repair operations.

A /. , 4. Present a detailed discussion of the provision made to monitor the behavior of the dome, the ring girder, and the top 9 art of the cylin-drical wall during repair operations. Indicate: (a) the acceptance criteria for safety in such operations, and (b) the provisions made to safely step the repair procedures if the acceptance criteria for safety are not met. 5. Describe in detail the methods', acceptance criteria and methods of inspection for the grouting of the cap on the dome, the radial I anchors to be installed and the grouting of these anchors. Present the planned testing of these anchors. 6. Provide a commitment that sufficient strain instrumentation will be it.-talled at the top and bottom of the dome to assure that during retensioning of tendens the upper portion of the dome (above the crack) will be participating in developing compressive stress at the same rate as the lower portion. l 7. Indicate in more detail the planned method of water proofing of the repaired dome and its protection against detrimental envircre. ental conditions. j 8. Describe the acceptance testing of the repaired dome and the inservice monitoring of the structure. l 9. Investigate the influence of possible cracking in the hoop direction on the dome tendon' conduits. r r

'N I EhCLOSURE 5 O Instrumentation Location Plan N 15 g J DISTA.NCE ALONG SURFACE To GAGE STATION '*s 4G'. c a t I5'z" 30! " 1 9 M [ S .. I 7 2~ 3 7.10 go 2 ,7 s %'/ / / 1 i ei I 18 0 1

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