ML19325C412

Seismic Assessment of Browns Ferry 2 Reactor Vessel & Internals.

ML19325C412
Person / Time
Site:	Browns Ferry
Issue date:	09/15/1989
From:	Ioakem J, Koepke B, Nghiem H GENERAL ELECTRIC CO.
To:
Shared Package
ML19325C411	List: ML19325C410 ML19325C412
References
B11-00457-DRFT, B11-457-DRFT, INDEX-A-24, RDE-30-0889, RDE-30-889, NUDOCS 8910160193
Download: ML19325C412 (20)

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5 DRF B11-40457 J ~ '. INDEI A-24

1. ' RDE 30-6889 4 SEPTIMBER 15, 1989 fJ saamac Aasmasus? 0F g

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$a ItBACER VMEEL Ale INNRIEAIA 4

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.fr-gi PREPARED BY - gyg, 9//T[F7

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- REACTOR CCHPONENT DESIGN s.4 -

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REACTOR CCHPONDIT DESIGN .

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L? REACTOR COMPONENT DESIGN L

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APPROVED BY AdF NdrS&7 N. J. BIGLIERI, MANAGESt MTE: f////// '

G REAC10R SQUIPHENT DESIGN a

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i L GE NUCLEAR ENERGY NUC12AR OPERATIONS SAN JOSE, CALIFORNIA 95125.

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IMPORTANT NOTICE REGARDING CONTENTS OF THIS REPORT

'. FIAASE READ CMEFULLY

/ The only undertakings of GE Nuclear Energy respecting information in y this document are contained in the contract between the Tennessee Valley Authority and GE Nuclear Energy, as identified in the purchase order for this report., and nothing contained in this

- document shall be construed as changing the contract. The use of j thi' sinformation by anyone other than Tt.messee Valley Authority for any purpose other than that for which it is intended is not

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'[; authorised; and with respect to unauthorized use, GE Nuclear Energy makes no representation or warranty and assumes no liability as to

,', the completaness, accuracy, or usefulness of the information i j;' ' contained in this document.

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o TABLE OF CONTDfTS

1. DmtODUCTION .

.i, Ej' 2. SEISHIC ASSESSHDTTS

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2.1. REACMR VESSEL 2.2. REACTOR DfTERNALS .

hb 3. StDNARY

4. REFERDICES

5. APPDIDICES 4

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1. Ir!TtoDUCTION This report summarizes the results and methodology of the design j adequacy assessment of the Browns Ferry 2 reacter pressure vessel  :

and internals for the seismic loads from the multibranch model I

and the El Centro time history. This report supercedes Reference

6. The seismic loads are from References 1 and 7. I These loads were compared to loads used in previous Browns Ferry-evaluations and/or to those used in evaluations of similar

? camponents in sister plants. The work was performed in '

i. accordanes to TVA tasks TA0 0032-391460 and 0036-391481 of '

," contract TV 73040 A.

. 2. REIEMIC ASSESSMENTS This section contains a susmary of the evaluations performed for y the reactor vessel and internal components. The evaluations are filed in Reference 2. The seismic assessments of the reactor

vessel and internals were performed in accordance with the Browns

l ', , Ferry 2 FSAR and criteria documents supplied by TVA. As shown in

2 Table 1, load comparisons were performed using previously

,1 evaluated Browns Ferry loads (acceptance method 1), loads used in

the evaluation of similar components in sister plants (acceptance 3

method 2), or loads used in n-n ss reports applied to a number of

plants (acceptance method 3). In the final calculation results, acceptance method 2 was not used in this report, o

i N 2.1. REAC'!CR VESSEL .

Vessel StrAilizer, Brackets and Adiacent Shell The new seismic loads on the vessel at the stabilizer elevation were compared to the original loads in Reference 3. The new accelerations, moments and shears are bounded by the original ones. Therefore, the vessel stabilizer, brackets and adjacent 5

shell are qualified for the new seismic loads.

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• Vessel Suonert Skirt and Rina Girder The new seismic loads on the vessel at the support skirt and ring ,

girder elevation were compared to the original loads in Reference '

3. The new moment is bounded by the original one, but the shear

-g i is greater. This is acceptable because the design basis shear is '

bounding. Additional calculations were performed to evaluate skirt buckling due to a 18-inch diameter access hole. These i

calculations demonstrate that the FSAR allowables are met. ,

f Vessel Shroud Suooort The new seismic loads on the vessel shroud support were compared to the previously evaluated Browns Ferry loads from Reference 3. -

All new seismic loads are bounded by the previously evaluated loads. Therefore, the new seismic loads are concluded to be acceptable.

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2;2. RFAC'tQR INTERNALS Too Guide the new seismic loads on the top guide were compared to the loads previously evaluated in Reference 3. The new horizontal shear loads are bounded by the previously evaluated loads.

' Since vertical loads are not given in Reference 3, a direct

• i comparison of previously evaluated vertical loads could not be made. Therefore, additional evaluations were performed to confirm the adequacy of the Browns Ferry top guide including  ;

vertical seismic loads. These calculations show that the top  !

guide is qualified for the new seismic loads.

Core succort  ;

The new seismic loads on the core support were compared to the

- loads previously evaluated in reference 3. The new horizontal shear loads are bounded by the previously evaluated loads, and ,

,i an additional evaluation was performed on the alignment pins.

N Since vertical loads are ret given in Reference 3, a direct  :

comparison of previously evaluated vertical loads could not be made. Therefore, additional evaluations were performed to

', confirm the ' adequacy of the Browns Ferry core support including vertical seismic loads.

3 3 o Browns Ferry Vertical Seismic Load Evaluation t

• The new seismic core support accelerations are .1 g for OBE l and .2 g for SSE. This results in a 2050 lb vertical OBE  !

load and a 4100 lb vertical SSE load on the core support.  :

These loads are approximately 1% of the total vertical load on the core support, which is predominantly caused by differential pressure effects. The 1% contribution of the L .l Browns Ferry vertical seismic loads are negligible which j" was confirmed by analysis.

o Browns Ferry Horisontal seismic Load Svaluation ,

The Browns Ferry core support alignment pin stresses were calculated using the Browns Ferry horizontal shear loads y and SWR-4 analysis methodolgy. The results of this i analysis show that the friction force is sufficient to ensure that none of the horizontal seismic loads are transmitted to the alignment pins. Therefore, the alignment pin stresses are zero.

The new seismic loads are concluded to be acceptable by comparison to previously evaluated loads and by additional l' calculations.

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The new horizontal seismic loads from Reference 7 for the fuel are bounded by the loads from Reference 3. The vertical loads from Reference 1 are bounded by the fuel allowables from Reference 4. Therefore, the fuel is adequate.

Control Rod Drive (CRD) .

<- The new seismic. loads from Reference 7 for the control rod drive (CRD) drive 11ne components were compared to the previous I drive 11ne loads from Reference 3. The new seismic loads and l deflections are less than previously analyzed values. '

Therefore, the CRD would maintain its insertion capability and

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is acceptable for the new loads. -

i$ centrol Red Drive Housinn fCRDHI 1 The new seismic loads on CRD housings from References i and 7,

- were compared to the original ones used in Reference 3 and in

" generic stress report 22A2016. New horizontal accelerations, ,

annents and shearsi are less than original oness new vertical l accelerations are less than generic ones. Therefore, the CRD

.I housing is qualified for the new loads.

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CRDH support (CltDHS)

L: The CRDHS is the steel structure connected to the pedestal wall and located below the CRD flange elevation to prevent complete ejection of the CRD in the event of CRD housing or flange bolt failure.

New seismic loads from References 1 and 7 imposed on the pedestal at the CRDHS elevation were compared to loads in .

a Reference 3, The new horizontal accelerations, moments and shears are less than the original ones. The new vertical

] acceleration is only 9.08g, and is considered negligible compared to the jet force caused by an ejected CRD. Therefore, the CRD housing supports are qualified for the new seismic loads. .

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, g o Fuel Sunnert [QIll 3

1 The new seismic loads on the Fuel at the OFS elevation are l compared to generic allowables.

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2 B. Ferry Generic Loads A11owables

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L,' Norn/ Upset  ;

l- OBE Horiz 919 lb/0FS 2177 i

p 1 Emergency SSE Horiz 1838 3265 (1)

Faulted ,

SSE Horiz 1838 3903 Norm / Upset li:j OBE Vert + Dead 2964 6840 .

Weight '

a Emergency SSE Vert + DW 3288 19260 (1)

Faultad ,

SSE Vert + DW 3288 12437 l--* i

!.J (1) Since Browns Ferry is committed to evaluate the SSE loads as an l-: Emergency condition, the generic allowable was adjusted for the I

• emergency condition according to the Browns Fer.7 FSAR Table i1 C.e-5 by including a factor of 1.5.

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J The new seismic loads on the CRGT were compared to the original 3 )

Ij loads. New horisontal accelerations, moments and shears are 1 less than or nearly equal to the original ones shown in .

Reference 3. New vertical accelerations are less than the

!3 generic values. Therefore, the CRGT is qualified for the i i' seismic loads in References 1 and 7. ,

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1- Incore Housine i 1 Stresses in the Incore Housing are deflection limited due to )

adjacent CRD Housings, as shown in 22A2019 which is generically  !

si - applicable to Housing 117C1419. Hence, the new seismic loads l;'t are acceptable since they do not change the stress level in the ,

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3. EttlMI Design adequacy assessments of the reactor vessel and internal components were performed for the new seismic loads from '

References 1 and 7. As shown in Table 1, all cosponents are found to be qualified for the new loads. Appendix 5.1 contains comparison plots of the Reference 1 and 7 accelerations, shears  !

and moments to the original Reference'3 loads, i 5

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I i TABLE 1 eLeseARY OF tituLTS.

. , . ....................en.............................o n. . ..o n.o.n o....n.......... l ACCEPTANCE LOAD OR ORIGINAL CURRENT

~I utTNOD: siktst LOAD /5 TRESS LOAD /$TRES$ FEAR VALUtt VALuft ALLOWASL!t COMMfhTS:

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$TAtIL12tR 1 ROD 750JC PSI <75000 Pt1 130000 P$1 DRF B11'00457 i DRACKti 15500 Psi <15500 Psi 22000 Psi letz 6 21 i 4600 Psl < 4600 PSI 14000 PSI BRET DE@ LNG & 300 KIPS 193 KIPS sit b . @t x g 19 RPV $TABILittR 1 SutLL TFNSION PER BRACKET PER BRACKET TABI BRKT & ADJACENT tutLL - ,

RPV SUPPORT 1 SKIRT CYL.

sKlef & RING ftNSION 8 1083 KIPS 324 KIPS

• INDtx p 19,0 10,3 14

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/ 41008R RING Bt WING 40138 FT KIPS 6294 FT KIPS .t j,. RPV $1180@ 1 CYL. TENS 10N 445 KIPS 436 KIPS

• INDEF 0 19 f 1 OUPPORT COL. BUCKLING 11467 FT KIPS 8854 FT KIPS i w

TOP gulDE 1 LONatst NAM 21600 Ps! 23754 Psl 25388 PSI INDtx 8 17 E e CONNEC1 ION 14400 PSI 12301 Ps1 15232 psi PWL 1,3 ACCELERAfl0N 0.96 G 0.70 C NA INDtx B 18 .

s. (2) SNEAR 170 KIPS 170 KIPS HOMENT 860 FT KIPS 769 FT CIPS I'4! St e lWG AT RPV <i5290 Psi <15290 Psl 25400 Psl lef t B 21 INCoat NWSING 1 OtFLECTION tlNITED I

CR0 1 FUEL 0.38 INCN 0.23 INtu NA INDtx B 20 DEFLECTION ,

l ORIFICED FutL 3 te0RIZ LQADs NA 919 Les NA GENERIC ALLOW e 2177 LB5 l GENERIC ALLOW e 6840 L8S J SUPPORT (4) VERT LOADS NA 2964 L8s NA

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! CR EUIDE TUBE 1,3 St e .AT CENTER SEE FSAR e lGINAL 25400 P$l letx s 21 (5) TABLE C.O.5 f CAD NOW81NG 1 ti e LNG AT RPV 14440 Psl <14480 Psi 169?5 Psi I ntx s 21

[, CAD NouslWG 1 DEANS Stt FSAR 4RIGINAL sit FSAR NEW LOADS < DRIGlhALS L EUPPORT GRIDS TABLE C.O.5 TABLE C.O.5 luctX t 21

-1 CORE SUPPORT 1 DEAM BUCKLING NA 923000 IN LBC 1140000 IN Les letx s 16

. . - (3) ALIGN. PIN $NEAR NA 0 Psl 10155 PSI

..m. w. .- - ---. ..... ..... w as.ne...... ...... aeeseusen..seeeeen u NOTts:

(1). See Pere. 2.0 for emplenetton of acceptance method, p (2). The altausble value in et Licensing topical resort

• standard Applications for Reactor fuel",

NEDE 24011*P.A 9 (Septoneer 1988), hade the Browns Ferry vertical Leems.

(, (3). Aeditional core e s port evetustions were perforn.d usine a Browns Ferry plant specific leed to confirm margins. *

(4). OFS generic allowable tomes are calculated from geference 8.

(5). New hortiontet toeds are less then the originnt values; new vertiest accelerations are less then the generic values used in Reference 9.

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1. Bechtel Susanary Report on small Task 5065, Generation of Acceleration Response Spectra for Reactor Building Drywell  :

and Internals of Browns Ferry Nuclear Plant Using El Centro Time History Input, Januan 13, 1989.

,l 2. GE Design Record File B11-90457, Acceleration Response Spectra  :

Load Assessment, Browns FerW 2.

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3. GE Document 257HA928 Revision 0, Seismic Analysis of Browns Ferry-1 Reactor Vessel and Internals, DAR-94, November 1969.

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. ;" 4. GE Licensing Topical Report, General Electric standard Application for Reactor Fuel, NEDE-24011-P-A-9, September 1988.

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?d 6. GE Report RDE 85-4289, Seismic Assessment of Browns Ferry 2 Reactor Vessel and Internals, February 1989.

t a 7. Bechtel Summary Report on small Task 0956.212, Recalculation of l Seismic Responses for Reactor Building DWwell and Internals of Browns Ferry Nuclear Plant Using El Centro Time Histon Input  ;

(Revised Damping Values), August 87, 1989.

N 8. GE Test Report, Orificed Fuel Support Test, PtEM-FTR-83-408, May ,

1983.

. 9. GE Stress Report, Control Rod Guide Tube, 22A4678 Rev. 4, J me 1986.

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-5. APPDIDICES j

5.2. Comparison of New Seismic Loads from Bechtel Summary Report on  ;

Il Small Task 0056.212 (Reference 7) and GE Document 257HA928 i (Reference 3). Comparison plots are taken from DRF A00-43429.

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