ML20153G899

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Summary of 880406 Meeting W/Util Re Addl Info Concerning SEP Topic III-6, Seismic Reevaluation. Util Will Provide Listed Info in Response.Util Handout & List of Attendees Encl
ML20153G899
Person / Time
Site: Haddam Neck File:Connecticut Yankee Atomic Power Co icon.png
Issue date: 04/28/1988
From: Wang A
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
References
TASK-03-02, TASK-3-2, TASK-RR NUDOCS 8805120051
Download: ML20153G899 (29)
v • d • e


Text

. ,

. t .,

1' April 28,1988 I  ;

,' Docket No. 50-213 [

} >

LICENSEE: Connecticut Yankee Atomic Fcwer Company ,

j 2

FACILITY: Paddam Neck Plant'  !

SUBJECT:

SUWARY OF APRIL 6,1988 REETING REGARDING SEP TOPIC III-6, i "SEISMIC REEVALUATION" 1 '

On April 6,1988, the staff net with Connecticut Yankee Atomic Power Company ,

(CYAPCO) to discuss a request for additional information (RAI) regarding SEP  :

Topic III-6. CYAPC0 discussed the history of the topic :the conpleted  !

analysis and work, and the oper issues. CYAPCO stated .there are two main

, areas that remain to be con'pleted; 1) piping (service water, rain steam and ,

feedwater), and 2) auxiliary feedwater purphouse (AFP). ' The final AFP l evaluation will be integrated with the piping evaluation. CYAPC0 hoped to have i a femal response to the FAI by the end of April 1988. In addition, CYAPC0  !

agreed to provide the following infomation with their reply- ,

1) Steven's Sunrr.ary Reports on tanks,  !

?) Explanaticit of why vertical displacerrent in pipe gallery is negligible,  !

3) Explain how the bumper and tie system on DWST works,
4) Verification for Blune Computer t'odel for modal n' ass analysis, l

, 5) Provide attachnents and benchtark case for question II.E of PAI, j

6) Explain AFP to containn+nt interface hinge nodel and how pipe loads  !

will be integrated into analysis, and

]

7) Provide detailed drawings of tornado wall end shield wall. ,

Enclosed is a ccpy of CYAPCO's handout and the attendance list. {

l original sianed by i Alan B. Wang, Project Panager l Project Directorate I-4  :

Divisicn of Reactor Projects I/II

Enclosures:

i I. CYAFCO's Handout j P. P'eetirg Attendance List 8805120051 880428 PDR ADOCK 0b000213 PDR cc w/ enclosures: p See next page uf SJTLCN l W CGC-WF J. Partlow

'fGC' ' local FORs A. Wang NFC Participants PDfl-4 Rcg. E. Jordan ACRS(10) b I N i 04/n/88 04/ /8

- ', o

\

Mr. Edward J. Hroczko I Connecticut Yankee Atomic Power Company Haddam Neck Plant cc:

Gerald Garfield, Esquire R. M. Kacich, Manager Day, Berry and Howard Generation Facilities Licensing Counselors at Law Northeast Utilities Service Company City Place Post Office Box 270 Hartford, connecticut 06103-3499 Hartford, Connecticut 06141-0270 W. D. Romberg, Vice President D. O. Nordquist Nuclear Operations Manager of Quality Assurance Northeast Utilities Service Company Northeast Nuclear Energy Company Post Office Box 270 Post Office Box 270 Hartforo, Connecticut 06141-0270 Hartford, Connecticut 06141-0270

.e vin McCarthy, Director Regional Administrator R.'.diation Control Unit Region I Department of Environmental Protection U. S. Nuciear Regulatory Commission State Office Building 475 Allendale Road Hartford, Connecticut 06106 King of Prussia, Pennsylvania 19406 Orcdford S. Chase, Under Secretary Board of Selectmen Energy Division Town Hall Office of Policy and Management Haddam, Connecticut 06103 80 Washington Street Hartford, Connecticut 06106 J. T. Shedlosky, Resident Inspector Haddam Neck Plant D. B. Miller, Station Superintendent c/o V. S. Nuclear Regulatory Cormiission Haddam Neck Plant Post Office Box 116 Connecticut Yankee Atomic Power Company East Haddam Post Office RFD 1, Post Office Box 127E East Haddam, Connecticut 06423 l

East Hampton, Connecticut 06424 i G. H. Bouchard, Unit Superintendent l Haddam Neck Plant l RFD #1 l Post Office Box 127E East Hampton, Connecticut 06424

7,r N '

  • qj-

\, ,

PEETING ON SEISMIC REEVALUATION HADDAM NECK PLANT 4/6/88 NAME COMPANY PHONE Steve Vick NU Licensin) (203)665-5537 Gerard VanNoordenner NU Licensin ) (703 665-3288 Mike Bain NU(ReactorEng) (203 665-5973 Walt Briggs NU Civil Eng 203 565-3076 K. Lakshmi ilU Civil Eng 203 665-3419 M.P. Derrig NU Plant Eng 203) 267-2556 N.D. Romney NRC/ESGB 301) 492-1377 R.E. Lipinski NRC/ESGB (3" ) 492-0844 A. Wang NRC/NRR (301) 499-1313 J

e

~ , ,. ,

's h

HADDAM NECK PLANT MEETING WITH THE NRC ON SEP TOPIC III-6. "SEISMIC REEVALUATION" i

I l

l l

l l

APRIL 6, 1988 BETHESDA, MD

-s INTRODUCTION

, PARTICIPANTS STEVE VICK - LICENSING MIKE BAIN - REACTOR ENGINEERING WALT BRIGGS - CIVIL ENGINEERING K. LAKSHMIPATHIAH - CIVIL ENGINEERING MARTY DERRIG - CY ENGINEERING  ;

GERRY VAW N00RDENNEN - LICENSING i PURPOSE OF MEETING:

1. PROVIDE INFORMATION REQUESTED BY NRC IN l 12/15/87 LETTER
2. PROVIDE STATUS OF EFFORT ON THIS TOPIC OUTLINE OF MEETING:

1 HISTORY OF SEP TOPIC AT l HADDAM NECK - MIKE BAIN OVERVIEW 0F SEISMIC WORK - WALT BRIGGS l RESPONSE TO NRC'S QUESTIONS - K. LAKSHMIPATHIAH l DISCUSSION - WALT BRIGGS l SUFf4ARY OF MEETING - STEVE VICK .

l l

PAGE 1 l

l

HADDAM NECK PLANT

, SEISMIC REEVALUATION PROGRAM t

0 $2P TOPIC III-6, SEISMIC DESION CONSIDERATIONS REEVALUATION INITIATED IN RESF0NSE TO AUGUST, 1980 AND APRIL, 1981 10CFR50.54(F) LETTER FROM NRC ORIGINAL PROGRAM DESCRIPTION SUBMITTED IN AUGUST, 1980.

PROPOSED NEW SEISMIC DESIGN BASIS VS.

CONFIRMATORY REVIEW (AS FOR GROUP I PLANTS)

JUSTIFICATION FOR CONTINUED OPERATION SUBMIT-TED ww s'+~P 0W_

%. xty ~

  1. + W PAGE 2

SCOPE OF SEISHIC REEVALUATION PROGRAM t

0 DEVELOPED SITE SPECIFIC SPECTRUM - APPROVED BY NRC 0 SCOPE ADEQUATE TO ENSURE ABILITY TO REACH COLD SHUTDOWN O gpM h 0

w SAFETY RELATED STRUCTURES CONTAINMENT PRIMARY AUXILIARY BUILDING TURBINE / SERVICE BUILDING SCREENWELL AFW PUMPHOUSE 0 REACTOR COOLANT PRESSURE B0UNDARY 0 EQUIPMENT REQUIRED FOR COLD SHUTDOWN l

10 PIPING SYSTEMS SELECTED MECHANICAL / ELECTRICAL EQUIPMENT SAFETY RELATED TANKS CABLE TRAYS ADDRESSED THRU SEP OWNERS GROUP PROGRAM 0 SCOPE INCLUDES ANALYSIS AND MODIFICATIONS PER ISAP SCHEDULE PAGE 3 .

HADDAM NECK PLANT SYSTEMATIC EVALUATION PROGRAM (SEP).

SEISMIC REEVALUATION OF STRUCTURES / COMPONENTS OVERVIEW - W. J. BRIGGS - NUSCO CIVIL ENGR.

O STRUCTURES ANALYSIS COMPLETED APRIL 1983 9bb 0 CONTAINMENT 4- 0 SCREENWELL HOUSE (INTAKE STRUCTURE)

T 0 TURBINE-SERVICE BUILDING 0 PRIMARY AUXILIARY BUILDING (PAB) 3 HODIFICATIONS TO STEEL FEAMING -

COMPLETED 1985 0 SCREENWELL HOUSE 0 TURBINE-SERVICE BUILDING 0 PAB RESULTING STRUCTURES ALL CAPABLE OF RESISTING

4) SSE LOADS 1

l l

PAGE 4 l

l

0 TANKS RWST AND DWST ANALYZED FOUNDATION MODIFICATIONS INSTALLED t

TANKS CAPABLE OF RESISTING SSE LOADS 1

i 0 PIPING SYSTEMS /0R PORTIONS ANALYZED / MODIFIED SERVICE WATER, MAIN STEAM, FEEDWATER REMAIN O AUXILIARY FEEDWATER PUMPH0VSE (AFP) 6P

1. r" -

PRELIMINARY EVALUATION W/ PIPING LOADS

\* * (CONSERVATIVE)

FINAL EVALUATION TO BE INTEGRATED W/ PIPING EVALUATION 0 DIESEL GENERATOR BUILDING ORIGINALLY EVALUATED FOR SEISMIC LOADING REEVALUATION CONFIRMED SEISMIC CAPABILITY HISC.

MASONRY WALLS l ELECTRICAL EQUIPMENT SUPPORTS PAGE 5 l

1 ._.

QUESTION IIA

, ADEQUACY OF THE INTERFACE BETWsEN THE PIPE GALLERY (PG)

AND THE CONTAINMENT EXTERIOR SHELL (CES).

1. THE LICENSEE SHOULD CLARIFY HOW THE 0.02 INCH DIFFERENTIAL END DISPLACEMENT OF THE PIPE GALLERY WAS OBTAINED. FROM THE. LICENSEE SUBMITTALS IT APPEARS THAT THE DISPLACEMENT WAS DUE ONLY FROM THE NS EARTHQUAKE COMP 0NENT WITH THE CONTRIBUTION FROM THE OTHER COMP 0NENTS EXCLUDED.

l l

l 4

l PAGE 6 L__.-_._____.. __.. _ _ _ -_ _ _ _ _ _ . .--._ _ ____. _ _ _ _ _ _ _ --- -

IFDUURLEN

,o e a e

SEP TOPIC III-6 SEISMIC RE-EVALUATION SITE PLAN OF CONNECTICUT YANKEE ATOMIC PLANT P]PE G ALL ARY RwST NORTH CONTAINMENT AUX]LLARY ST E T W - FEEDWATER

(

PRIMARY AUX]LL ARY BUILDING OWST 1 >

NEW DIESEL SHIELDj' i TO W OO GENERATOR _ NALL

  1. LL BUILDING e

SERYlCE BUILDING TURBINE BUILDING 1

I I OFFICE BUILDING l

SCREENWELL l [ HOUSE l

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L = 20 FT. ( LENGTH OF THE PG. )

CONCRETE:

ic ' = 3000 PS1 Ee = 4 4 9,570. KSF Ge = 191,956. KSF V = 0.17 l

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TABLE 00 A-1 DIFFERENTIAL DISPLACEMENTS OF THE PO WITH CES AND PAB tXCITA_i:.M DIFFERENT]AL DISPLACEMENT E-W DIRECTION (SX ) 0.02 INCH N-5 D}RECTION (By ) 0.013 INCH NOTE:

PG - P:PE GALLERY CES - CONTAINMENT EXTERIOR SHELL P AS - PRIMARY EJILDING

980 t t

6 00ESTION IIA

2. THE LICENSEE SHOULD PROVIDE JUSTIFICATION FOR THE ADEQUACY OF DETERMINING THE END FORCES / MOMENTS OF THE PIPE GALLERY CONSIDERING ONLY THE DIFFERENTIAL END DISPLACEMENT AND NOT THE COMBINATION OF THE EFFECTS OF DIFFERENTIAL DISPLACEMENTS AND THE PIPE GALLERY INERTIA LOAD.

. - - , _ _ ,.,_,-_m , _ _ , -cy.,_, - ,,w,_.m,_,. ,,,.,y, 9 _..%_ .,,,,. y. , _,,--,._, - _ __ _ ,__. _ _,__ _ _ _ _ _.__ _ _ _ ___ _ __

~

FDGURE 00 A-8 g

5 d

E NODE 02)

N00E (11) p

/ i e

b 4Fz (VERT )

h

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FORCE / DISPLACEMENT RELATIONSHIP F K

_ = _ _B i

E Fx = 1+2g(L'I2 )( bx )

=

6fElz WHERE Q G ( Ax ) L' Ele f = FORM FACTOR Mz _1+2g[ L'G )

I Fy = AE ( 3y )

L

~ .c . . - . , .

V ABLE 00 A-3 INTERFACE LOADS AT PG/CES

) TOT A'. F0E.E PG/CES FORCE Dt'~ TO FORCES

+ 5&

TIME HISTORY D. WT FT.K!PS)

F(x )

1830. 1830.

TRANS. SHEAR F ly )

5100. 5100.

AX] AI.

F(z )

244.0 244.0 VERT M(x ) 610.0 610.0 M(2 ) 37,600. 37,600.

l t

I

i QUESTION IIA

2. THE LICENSEE SHOULD PROVIDE JUSTIFICATION FOR THE ADEQUACY OF DETERMINING THE END FORCES /M0HENTS OF THE PIPE GALLERY CONSIDERING ONLY THE DIFFERENTIAL END DISPLACEMENT AND NOT THE COMBINATION OF THE EFFECTS OF DIFFERENTIAL DISPLACEMENTS AND THE PIPE GALLERY INERTIA LOAD.  !

l l

l PAGE 7

as QUESTION IIA

. 3. THE LICENSEE SHOULD PROVIDE THE PROCEDURES USED TO DETERMINE THE LOCAL SHALL STRESS AT THE INTERFACE USING THE END FORCES AND MOMENTS ON THE PIPE GALLERY AS APPLIED LOADS.

I i

PAGE 8

e F08URE 00 A-S@

CONTAINMENT STRUCTURE INTERFACE s

1 fv --- I lo .: r ) fy ~

~

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~

e X

X ACTUAL STRUCIURE WITH h SHEL' M^2EL FOR APPLIED FORCES ANALYSIS i

SYMMETRIC LOADS F (y ) = 5100 KIPS F(2): 244 KIPS M(x ) : 610 :7. K:?S

3 PDGEJRE 00 A-19 b

CONTAINMENT STRUCTURE ANTI -

SYMMETRIC LOAD

-m, -

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l SYMMETRY A i l g 7 f (x ) X e

X ACTUAL STRUCTURE hSHELLMODEL WITH FOR A?: LIED FORCES ANA' YS S NON - SYMMETR3C LOADS F (x ) : 1530 Ki?S M(z ) 37,500 FT. KI?S

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( 0 103, 104, 110, 111) ( e 103,104, llo, j!!)

.i i

N

1 9

I- 7 A80.E 00 A-4 FORCES IN THE CONTAINMENT EXTERIOR SHELL I VERT HOOP I ANU* F;CO:

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LOADS F]PE GALLEY ANTI-SYMMETRIC 0.32 1.66 1.83 73.5 70.

LOADS TOTAL 3.33 7.57 6.G5 397.5 248.

t e

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[

K TION IIA

, 4. THE LICENSEE SHOULD ADDRESS THE ADEQUACY OF MAINTAINING THE BOUNDARY AT THE INTERFACE OF THE CONTAINMENT EXTERIOR SHELL AND PIPE GALLEP,Y.

RESPONSE

O PIPE GALLERY'S INTERFACE LOADS ON THE CONTAINMENT IS VERY CONSERVATIVE. ,

O DETERMINATION OF LOCAL STRESSES IN THE CONTAINMENT SHELL, ALONG WITH THE EFFECT OF OTHER LOADS.

O DETERMINATION OF STRESSES IN THE REINFORCEMENT OF THE CONTAINMENT WALL SECTION.

O THE STRESS LEVEL IN THE REINFORCEMENT FOUND TO BE WITHIN THE CODE ALLOWABLES.

O THUS, IT ASSURES A SOUND INTERFACE BOUNDARY.

l PAGE 9 i

QUESTION IIB RADIAL BEAMS AT THE FLOOR OF CONTAINMENT INTFRNAL STRUCTURES (TASK 2)

1. INCONSISTENT STATEMENTS BETWEEN THE LETTER FROM W. COUNSIL OF CYAPC0 TO D. CRUTCHFIELD OF NRC DATED JANUARY 19, 1984. AND THE FEBRUARY, 1983 "SEISMIC REEVALUATION OF MAJOR STRUCTURES OF THE (CYAPCO) POWER PLANT, VOL. II - CONTAINMENT STRUC-TURE," PERFORMED BY URS/ JOHN A. BLilME ASSOC.,

MAKES IT DIFFICULT TO DETERMINE WHETHER THE RADIAL BEAMS OR THE RING BEAMS ARE OVERSTRESSED.

RESPONSE

0 NO UPPER STEAM GENERATOR SUPPORTS INSTALLED.

O FOR RESPONSE TO THIS QUESTION REFERENCE THE RESPONSE TO QUESTION IIC.

i

PAGE 10 1

._.-____..,.---,,__,,____--_..-----_._--,--___w,

QUESTION IIB

2. THE LICENSEE SHOULD ADDRESS THE FOLLOWING:

A) INDICATE WHETHER THE UPPER STEAM GENERATOR (S/G) SUPPORTS HAVE BEEN INSTALLED, AND IF S0, PROVIDE THE AS-BUILT DETAILS; B) IF THE UPPER S/G SUPPORTS HAVE BEEN INSTALLED PROVIDE THE DOCUMENT (S) WHICH INDICATE ONLY THE RING BEAMS ARE OVERSTRESSED T0GETHER WITH THE PROPOSED liODIFICATIONS; BESPONSE NO UPPER STEAM GENERATOR SUPPORTS INSTALLED.

l l

PAGE 11 i

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

y. ..

. IF THE UPPER S/G SUPPORTS HAVE NOT BEEN INSTALLED, PROVIDE THE DOCUMENT (S) WHICH INDICATES THAT THE RADIAL BEAMS WERE RE-EVALUATED AND FOUND ACCEPTABLE AS STATED IN THE LETTER FROM W. COUNSIL OF CYAPC0 TO ,

D. CRUTCHFIELD OF NRC DATED JANUARY 19, 1984.

RESPONSI: -

THE FOLLOWING IS THE REEVALUATION METHOD OF THE FLOOR BEAMS; O THE FLOOR CONSISTS OF GRID OF BEAMS AND REMOVABLE SLABS, O FEM OF ANALYSIS PERFORMED ON THE BEAMS, O LOADING COMBINATION; U=D+L+0+E WHERE U = TOTAL LOAD TO BE RESISTED D = DEAD LOAD 0 = OPERATING LOADS E = SSE LOADS (INCLUDES THE EFFECT OF E-W, N-S & VERT, COMBINED BY THE SRSS METHOD.)

L = ACTUAL LIVE LOADS 0 DETERMINE THE MEMBERS ACTUAL FORCES 0 DETERMINE THE BEAMS CAPACITY BY STRENGTH METHOD.

i 0 THEN COMPARE THE BEAMS CAPACITY VS. THE ACTUAL FORCES.

PAGE 12 l

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' - I QUESTION IIC

. ANCHORAGES FOR THE REFUELING WATER TANK AND THE DEMINERALIZED WATER STORAGE TANK. (TASK 4)

1. TO DATE INFORMATION ON THIS ISSUE HAS NOT BEEN RECEIVED BY THE STAFF.
2. THE LICENSEE SHOULD PROVIDE INFORMATION ADDRESSING THIS ISSUE, OR, PROVIDE A SCHEDULE FOR DOING S0.

RESPONSE

ANALYSES REPORTS WERE PREPARED BY STEVENSON ASSOCIATES.

REC 0m ENDED MODIFICATIONS TO THE ANCHORAGE SYSTEMS.

O DWST - MODIFICATIONS WERE COMPLETED IN MARCH 1983 i (BUMPERS AND TIE RODS)

, 0 RWST - MODIFICATIONS WERE COMPLETED IN MARCH 1983 (8 -

1-1/4" DIA. ANCHOR BOLTS AND ANCHOR BOLT CHAIRS) 0 REPORTS WILL BE RESUBMITTED IN RESPONSE TO THE AB0VE QUESTION.

l PAGE 13

QUESTION IIE ADEQUACY OF THE PERCENTAGES OF THE MODAL MASS

^

PARTICIPATING IN THE MODAL MASS PARTICIPATING IN THE STRUCTURAL RESPONSE. (TASK 7)

1. THE PARTICIPATING MODAL MASS FOR THE TURBINE-SERVICE BUILDING IS ADEQUATE.
2. FOR THE PRIMARY AUXILIARY BUILDING, SCREENWELL HOUSE, AND THE CONTAINMENT STRUCTURE Ti1E USE OF RESIDUAL RESPONSE TO ACCOUNT FOR THE MISSING MASS OF THE STRUCTURES IS ADEQUATE PROVIDED THAT THE FOLLOWING ITEMS ARE SATISFACTORILY RESOLVED:

A) WHETHER RESIDUAL STRESSES WERE INCLUDED IN THE STRESS EVALUATION OF THE CONTAINMENT EXTERIOR SHELL AND INTERIOR STRUCTURE TO ACCOUNT FOR THE INADEQUATE MODAL MASS; B) THE METHOD WAS USED TO OBTAIN THE RESID-UAL RESPONSES; C) WHETHER THE RESIDUAL RESPONSES AND BUILDING FOUNDATION MASS WERE INCLUDED IN THE SLIDING AND OVERTURNING ANALYSES.

i PAGE 14

I D) HOW THE EFFECT OF THE MISSING STRUCTURAL MASS WAS ACCOUNTED FOR IN THE GENERATION OF IN STRUCTURE RESPONSE SPECTRA.

3. THE LICENSEE SHOULD PROVIDE INFORMATION ON THE PERCENTAGE OF H00AL MASS USED IN THE VERTICAL ANALYSIS OF THE PRIMARY AUXILIARY BUILDING.

RESPONSE

URS/BLUME ASSOCIATES DEVELOPED AN IN-HOUSE COMPUTER SOFTWARE WHICH ACCOUNTS FOR THE INCLUSION OF THE EFFECT OF MISSING MASS IN DETERMINING THE RESIDUAL RESPONSES.

O AN ATTACHMENT IN RESPONSE TO ALL THE QUESTIONS WILL BE ENCLOSED l

l o - -

QUESTION IID.

STRUCTURAL INTEGRITY OF THE AUXILIARY FEEDWATER PUMPHOUSE (AFWP) (TASK 5).

l l

l s

PAGE 16

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I

QEESTION IID.

. ST'tUCTURAL INTEGRITY OF THE AUXILIARY FEEDWATER PUMPHOUSE (AFWP) (TASK 5).

PRESENT CONDITION 0 M.S. AND F.W. PIPINGS PASS THROUGH THE STRUCTURE.

O NO PHYSICAL PIPE ANCHORS OR RESTRAINTS ATTACHED TO THE STRUCTURE EXCEPT SPRING HANGERS FOR M.S.

LINES.

O STRUCTURE MAINTAINS ITS STRUCTURAL INTEGRITY DURING AN SSE EVENT.

PAGE 17

y '

4 -

MfAI HAS BEEN DONE SO FAR?

PERFORMED AN FEM OR STRUCTURAL ANALYSES FOR:

O LOADS  !

l l

1. GRAVITY LOADS
2. LIVE LOADS (ACTUAL)
3. H0RIZONTAL DISPLACEMENTS AT THE CONTAINMENT DUE TO SSE
4. VERTICAL DIRECTION: 0.3 G INERTIA LOADS
5. PRELIMINARY PIPE SUPPORT LOADS DUES TO SSE 0 RESULTS
1. THE STRUCTURAL MFJiBERS ARE ADEQUATE FOR THE CURRENT CONFIGURATION.

I i

PAGE 18

STRUCTURAL ANALYSIS PROPOSED SEISMIC ANALYSIS i

LUMPED MASS / SPRING SYSTEM 0 MODAL ANALYSIS 0 7% GROUND RESPONSE SPECTRA 0 EXCITATIONS N-S DIRECTION ONE i

E-W DIRECTION AT A VERT. DIRECTION TIME B0UNDARY CONDITIONS l

l 0 HINGED SUPPORTS - AT CONTAINMENT l

0 FIXED SUPPORTS - AT TOP OF THE WALL FOOTINGS RESULTS 0 ACCELERATION RESPONSES AT MASS POINTS 0 DISPl.ACEMENT RESPONSES AT MASS POINTS PAGE 19 l

i 1i l~

17*-0" CONTAINMENT O INTERFACE .

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LOADING COMBINATION U=D+L+0+E D = DEAD WEIGHT L = LIVE LOAD (ACTUAL) 0 = OPER. PR. & TEMP.

E = SSE LOADS SEISHIC FORCES (E) 0 DEVELOP A SPACE FRAME MODEL 0 GENERATE JOINT LOADS (F = MA) 0 APPLY JOINT LOADS AT MASS POINTS. OBTAIN COMPUTER RUNS IN THREE ORTH 0 GONAL DIRECTION l

(INDEPENDENTLY).

O DETERMINE THE MEMBER FORCES BY SRSS METHOD 0 OBTAIN Mf.MBER FORCES FOR; A) DEAD l B) LIVE C) PIPE SUPPORT LOADS 0 DETERMINE THE MEMBER STRESSES FOR THE l COMBINED FORCES AND COMPARE WITH CODE ALLOW-l ABLES.

I PAGE 20

QUESTION IID:

STRUCTURAL INTEGRITY OF THE AUXILIARY FEEDWATER PUMPHOUSE (AFWP). (TASK 5)

1. THE LICENSEE SHOULD PROVIDE JUSTIFICATION FOR:  ;

A) NOT CONSIDERING SOIL-STRUCTURE INTERACTION:

AND, B) DECOUPLING THE TURBINE / SERVICE BUILDING FROM THE AFWP.

I I

l 1 .

PAGE 21 b

JUSTIFICATION FOR THE FIXED BASE 0

SEPARATED WALL FOOTINGS l

0 SUPPORTED ON THE COMPACTED STRUCTURAL FILL OVER THE ROCK 0 SHALLOW DEPTH OF FILL (5'-6' AND CONFINED BETWEEN .

THE FOOTING AND THE ROCK) 0 STRUCTURE IS LIGHT AND THEREFORE FOOTINGS ARE LIGHTLY LOADED 0 THE S0IL STRUCTURAL INTERACTION EFFECT CONSIDERED 1

INSIGNIFICANT 0 THEREFORE, ASSUME A FIXED BASE BOUNDARY l

1

! i PAGE 22

,., ___, - ,_ ..-- _--, ,,,.-,,., . ,.-- ,, n._ --- , - - , . , - - - - _ - . ,

DECOUPLING FROM SERVICE BUILDlRG .

, O AFWP PHYSICALLY SEPARATED FROM THE SERVICE BUILDING BY MORE THAN 25'-0".

O TWO -

I-BEAMS AT EL. 48'-9" ARE ONLY PHYSICAL CONNECTION.

O THESE BEAMS ARE NOTCHED AT TORNADO WALL BY CUTTING 0FF THE TOP AND THE BOTTOM FLANGES.

O THEREFORE, THE COUPLING EFFECT IS CONSIDERED INSIGNIFICANT l

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PAGE 23 l

L .. _ - _ - _ . ..

QUESTION IID

2. THE LICENSEE SHOULD PROVIDE DETAILED DRAWINGS OF THE BEAM AND THE COLUMN CONNECTIONS TO THE CONTAINMENT EXTERIOR SHELL, THE TORNADO WALL AND ,

THE SHIELD WALL.

QUESTION IID

3. PROVIDE CLARIFICATION AS TO HOW THE SHIELD WALL AND THE TORNADO WALL AS WELL AS THEIR CONNECTING BEAMS WERE ANALYZED.

QUESTION IID

4. PROVIDE CLARIFICATION AS TO HOW THE STEEL FLOOR

! PLATES WERE INCLUDED IN THE SEISMIC MODEL.

QUESTION IID

5. PROVIDE QUANTITATIVE RESULTS JUSTIFYING THE ASSUMPTION THAT A STATIC ANALYSIS OF THE AfWP WAS SUFFICIENT.

DUESTION IID

6. PROVIDE CLARIFICATION AS TO HOW THE CJNTAINMENT DISPLACEMENTS WERE INPUT TO ACCOUNT FOR BOTH DIRECTIONS OF HORIZONTAL MOTION.

PAGE 24

- l QUESTION IID

7. PROVIDE JUSTIFICATION THAT THE EQUIVALENT STATIC ANALYSIS OF THE AFWP IN THE VERTICAL DIRECTION USING 0.3G VERTICAL ACCELERATION IS ADEQUATE TO COVER THE RESPONSE OF THE HIGHER STRUCTURAL MODES.

QUESTION IID

8. PROVIDE DETAILS OF THE DESIGN MODIFICATIONS MADE TO THE AFWP.

QUESTION IID

9. PROVIDE AN EVALUATION OF THE S0IL BEARING PRESSURE AT THE AFWP FOUNDATION.

QUESTION IID

10. PROVIDE CLARIFICATION AS TO HOW THE PIPING LOADS WERE OBTAINED AND WHAT SPECTRUM WAS INPUT TO OBTAIN SUCH LOADS.

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1 PAGE 25

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