INFORMATION DISTRIBUTION *TEM (RIDS) 82/04/02 … · The attached sheet, (Attachment 2, page 186A) calculates a maximum factored pile load of 207 kips in these piles leaving adequate

REGULATU INFORMATION DISTRIBUTION *TEM (RIDS)

ACOCESSIAON NBR:8204070258 DOC,DATE: 82/04/02 NOTARIZED: NO DOCKET # FATCIL:50-261 H, 8, Robinson Plant, Unit 2, Carolina Power and Ligh 05000261 AUTH.NAME AUTHOR AFFILIATION ZIMMERMANS,R, Carolina Power & Light Co, RECIP.NAME RECIPIENT AFFILIATION VARGASA, Operating Reactors Branch 1

SUBJECT: Forwards response to requests for addl into re structural review of expansionItems addressed include steel column max compression loadranalysis of floor &-foundation slabs & load transfer. -§g 66 ,

DISTRIBUTION CODE: A001S COPIES RECEIVED:LTR I ENCL SIZE TITLE: General Distribution for after issuance of Operating License

NOTES:

RECIPIENT COPIES RECIPIENT COPIES ID CODE/NAME LTTR ENCL ID CODE/NAME LTTR ENCL

OR6 #1 BC 01 13 13

INTERNAL: ELD 1 0 IE 06 1 1 NRR/DHFS DEPYO8 1 1 NRR/DL DIR 1 1 NRR/DL/ORAB 1 0 NRR/DSI/RAB 1 1

0~4. 1 1 RGN2 1

EXTERNAL: ACRS 09 10 10 LPDR 03 1 1 NRC PDR 02 1 1 NSIC 05 1 1 NTIS 1 1

'TOTAL NUMBER OF COPIES REQUIRED: LTTR 35 ENCL 33

CP&L Carolina Power & Light Company

APR 02 1982

Office of Nuclear Reactor Regulation ATTN: Mr. Steven A. Varga, Chief

Operating Reactors Branch No. 1 United States Nuclear Regulatory Commission Washington, D.C. 20555

H. B. ROBINSON STEAM ELECTRIC PLANT, UNIT NO. 2 DOCKET NO. 50-261 LICENSE NO. DPR-23

REQUEST FOR ADDITIONAL INFORMATION CONCERNING SPENT FUEL POOL EXPANSION

Dear Mr. Varga: p%

SUMMARY

Over the past several weeks Carolina Power & Light Com ( & has received several questions regarding the structural review of the . B. Robinson Steam Electric Plant, Unit No. 2 (HBR2) spent fuel pool expansion submittals. This letter documents those questions and provides CP&L's responses (see enclosures).

Should you have further questions regarding this information, please contact a member of our staff.

Yours very truly,

S. immerman Manager

Licensing & Permits

DCS/lr (n-5) Enclosures

cc: Mr. J. P. O'Reilly (NRC-RII) Mr. W. J. Ross (NRC)

e20407028 PDR A70OCX 080002 P 3DC~000o261

PDR

411 Fayetteville Street c P. 0. Box 1551 * Raleigh, N. C. 27602

ENCLOSURE A

H. B. ROBINSON STEAM ELECTRIC PLANT RESPONSE TO NRC INFORMATION REQUEST

1. NRC Comment

For the steel column design, the 33 1/3% increase in allowable stresses is not permitted when loads are combined with the operating basis earthquake (OBE). See NRC position for "review and acceptance of spent fuel storage and handling applications".

CP&L Comment

Standard Review Plan, Section 3.8.4, 11.5 states that the 33 1/3% increase is not permitted when combined with the OBE load. Calculations have been revised accordingly. There has been no impact on the design of the steel column.

See Attachment 1 for revised page 4-5b of the spent fuel pool submittal.

2. NRC Question

What is the maximum load in the column?

CP&L Response

The maximum compressive load is 293 kips for DBE load combination and 210 kips for OBE load combination.

3. NRC Question

Is the steel column always in compression?

CP&L Response

Yes

4. NRC Question

What is the ductility ratio (D.R.) for a fuel rack drop and a fuel assembly drop onto the spent fuel pool liner?

CP&L Response

For the fuel rack drop, D.R. = 6.2 where D.R. = plastic deformation elastic deformation

NRC acceptance criteria is for D.R. less than 10. This part of the analysis was performed by Ebasco.

For the fuel assembly drop, performed by Westinghouse, the term ductility ratio is not used. Instead of ductility ratio, Westinghouse makes a comparison of the compressive stress resulting from the impact force of a fuel assembly drop onto the pool liner and the allowable stress of the liner. From this comparison a margin of safety of six (6) was calculated.

5. NRC Question

Is SA-240 stainless steel material being used for the spent fuel storage racks?

CP&L Response

The following types of stainless steel materials are being used in the spent fuel racks:

SA 240 SA 312 SA 479 Type 304

6. NRC Question

How is the wrapper installed in the cells? Is it vented?

CP&L Response

As stated in Section 2 of CP&L's license amendment submittal dated December 1, 1980, the wrapper is attached to the outside of the cell by spot welding along the entire length of the wrapper. The wrapper covers the Boraflex material, and also provides for venting of the Boraflex to the pool environment.

7. NRC Question

The license amendment request states that the maximum seismic deflection at the top of the rack is 0.3".

a) What happens to adjacent racks - will they touch? b) Was the 0.3" deflection calculated at the maximum coefficient of

friction?

CP&L Response

The combination of sliding displacment at 1A = 0.2 with structural deflection at," = 0.8 was used to obtain the maximum deflection at the top of one rack. This is then combined by the square root sum of squares (SRSS) method with the structural deflection of a fixed, adjacent rack to

obtain the maximum rack-to-rack gap reduction (less than 0.3") for SSE seismic conditions. Conservatively adding the displacement due to a simultaneous thermal accident, the maximum gap reduction of 0.455" is less than the minimum as-installed gap of 1.00", therefore the rack will not touch.

8. NRC Comment

The NRC does not have structural drawings showing plans and elevations of the spent fuel pool slab and mat.

CP&L Response

One copy of the following Ebasco drawings was given to NRC on January 14, 1982:

G-190420 Fuel Handling Building Plan & Details, Ele. 226.0, Masonry G-190423 Fuel Handling Building Sections & Elevations - Masonry, Sheet 1 G-190424 Fuel Handling Building Sections & Elevations - Masonry, Sheet 2 G-190426 Fuel Handling Building Spent Fuel Pit - Reinforcement, Sheet 1 G-190427 Fuel Handling Building Spent Fuel Pit - Reinforcement, Sheet 2

9. NRC Question

Have the floor and foundation slabs been analyzed for the new column loads? Providecomputations.

CP&L Response

Yes, the floor and foundation slabs have been analyzed for the new column loads and the calculation sheets (Attachment 2, pages 132-148 and 180188) are attached. Calculations are shown for the floor slab internal forces due to maximum column loads combined with additional concurrent loading on the floor slab. Reinforcement requirements are specified to adequately resist internal forces. Also shown are detailed calculations for foundation slab supporting piles.

10. NRC Question

How is the load transferred to the slab, pilings and soil?

CP&L Response

The column is secured to the foundation pile cap by means of a two (2) inch thick steel base plate and four (4)-1 inch diameter concrete anchor bolts. Column reaction loads are transferred primarily by compression under the base plate through the four (4) feet thick pile cap directly into the supporting piles beneath the column. An attached sheet, (Attachment 2, page 180) indicates that six (6) Type 5 compression piles are effective in transferring the column compression load to the surrounding soil. The attached sheet, (Attachment 2, page 186A)

calculates a maximum factored pile load of 207 kips in these piles leaving adequate reserve from the specified ultimate capability of 225 tons or 450 kips (FSAR Section 5.1.2.6, page 5.1.2-16) and the specified factored capacity of 169 tons or 338 kips (FSAR Section 5.1.2.4, page 5.1.2-13), utilizing 0.75 capacity reduction factor as specified.

11. NRC Comment

Provide more information on the details of the connection of the column to the slabs and itself.

CP&L Response

Details of column connections are shown on Drawing CAR 2762-B-410, Revision 1, dated December 4, 1981, (Attachment 3).

12. NRC Question

Why is the column needed?

CP&L Response

The assessment of the feasibility of increasing the spent fuel storage capacity from 276 fuel cells to 544 fuel cells included an evaluation of the load capacities of the existing supporting structure and foundation. This evaluation included a complete finite element analysis of the spent fuel pool structure with the latest Westinghouse arrangement of fuel cells (534 fuel cells + 10 spares). The evaluation indicated that with the addition of a single (1) column support for the fuel pool slab, acceptable safety margins were maintained for all portions of the structure including the foundation piles.

The detailed analysis revealed that a single (1) column support was preferable to a double (2) column support system for two reasons: 1) when two (2) column supports were incorporated into the finite element model (between Gas Decay Tanks 1 and 2, at the south end, and Gas Decay Tanks 3 and 4, at the north end), unacceptable moments developed in the pool slab in the area of the cask pit; 2) the reaction loads from the column located between Gas Decay Tanks 3 and 4, at the north end, would jeopardize foundation structural integrity as supporting piles do not extend below this area. The single (1) column support at the south end, between Gas Decay Tanks 1 and 2, results in acceptable moments and shears in all areas of the pool supporting structure, while at the same time preserving foundation integrity.

13. NRC Question

Where is the column located in relation to the piling?

CP&L Response

Attached are two sheets, (Attachment 2, pages 18 and 180), detailing the location of the column in relation to the foundation pile cap. Also, see Attachment 4, which is a drawing of the "Fuel Handling Building Piling Plans and Details", Ebasco drawing G-190419.

14. NRC Question

Are the piles held by friction or founded on rock?

CP&L Response

The piles were designed to function by a combination of point bearing and friction in the hard silty-clay layer. No reliance is placed on the upper soils for vertical pile support.

15. NRC Comment

Provide more information on soil structure.

CP&L Response

At the-ground surface approximate elevation 225, a 2 ft. layer of surficial sandy clay containing organics was encountered overlying 27 ft. of loose to medium dense fine to medium sand. Underlying the granular material, a 10 ft. layer of clayey silt occurs having an unconfined compressive strength of approximately 2000 psf. This deposit appears to be normally consolidated. Beneath the clayey silt a 15 ft. layer of dense fine to medium sand containing occasional lenses of non-plastic silty-sand and sandy silt ranging up to 3 ft. in thickness. Underlying this deposit, a 10 ft. depth of very hard silty clay was penetrated having an unconfined compressive strength of about 4000 psf and which has been subjected to a preconsolidation load of at least 6 tons per square foot as determined from three consolidation tests carried out on undisturbed samples. This material overlies a very dense fine to medium sand layer having a penetration resistance of about 100 blows/foot on a standard split spoon sampler. This layer is 10 ft. in thickness and overlies numerous very dense sandy silt and sand layers to a depth of about elevation 132. Various other high density deposits were logged extending on down to the bottom of the deepest hole at about elevation 77.

lle

0

ATTACHMENT 1

H. B. ROBINSON UNIT NO. 2

SPENT FUEL STORAGE EXPANSION REPORT

REVISED PAGE 4-5b

39) 1.4(D 1+D2)+1.4To

40) 0.75(1. 4 (Dl+D 2 )+1.7(L+L 2 )+1.9(EO-NS+EO-NS,+EO-VERT)1.04To)

41) 0.75(l. 4(D1+D2 )+1.7(L1 +L2 )+1.9(EO-NS+EO-NS2 /EW1+EO-VERT+1.04T ) 42) 0.75 (l.4(D+D 2 )+1.7(Ll+L2 )+1.9(EO-SN+EO-SN1 /WE2+EO-VERT+1.4T ) 43) 0.75 (l.4 (D1 +D2 )=1.7(L1 +L2 )+1.9(EO-SN+EO-SN2 /EW2+EO-VERT)1.4To) 44) 0.75 (1.4 (Dl+D 2 )=1.7(L+L 2 )+1.9(EO-EW+EO-NS2/EW1+EO-VERT)1.4T ) 45) 0.75(l. 4 (Dl+D2 )=1.7(L1+L 2 )+1.9(EO-EW+EO-SN2/EW2+EO-VERT)1.4T ) 46) 0.75 (1.4 (D+D 2 )=1.7(L1+L2 )+1.9(EO-WE+EO-NS1/WE1+EO-VERT)1.4T ) 47) 0.75(l. 4 (Dl+D 2 )=1.7(L1 +L2 )+1.9(EO-WE+EO-SN1 /WE2+EO-VERT)1.4T ) 48) 1.0(D+D 2 )+1.(L1+L2 )+1.(ESS-NS+ESS-NS1/WE,+ESS-VERT)+1.T 0) 49) 1.0(D1+D 2 )+1.0(L+L 2 )+1.0(ESS-NS+ESS-NS2 /EW1+ESS-VERT)+1.0T ) 50) 1.0(D,+D2)+1.0(L1+L2)+1.0(ESS-SN+ESS-SN2/WE2+ESS-VERT)+1.0To)

51) 1.0(Dl+D2 )+1.O(L+L 2 )+1.(ESS-SN+ESS-SN2/WE2+ESS-VERT)+1.0T ) 52) 1.0(Dl+D2 )+1.o(L1+L 2 )+1.o(ESS-EW+ESS-NS2/EW1+ESS-VERT)+1.OT ) 53) 1.0(D1+D 2 )+1.0(L+L 2 )+1.(ESS-EW+ESS-SN2/WE2+ESS-VERT)+1.0To)

54) 1.0(Dl+D 2 )+1.o(L+L 2 )+1.(ESS-WE+ESS-NS1/WE1+ESS-VERT)+1.OTo) 55) 1.0(D,+D2)+1.0(L1+L2)+1.0(ESS-WE+ESS-SNi/WE 2+ESS-VERT)+110To)

Load combinations for the steel column are as follows:

At normal AISC Working Stress

1) U=1.0(D2+L+L 3)+1.0FC (LO=0 During Cask Impact)

2) U=1.0(D2+Lo+L 3 ) 3) U=1.0(D2+Lo+L 3 )+1.OW-NS

4) U=1.0(D2+Lo+L)+1.W-SN

5) U=1.0(D2+Lo+L3)+1.W-EW

6) U=1.0(D2+L +L3)+1.W-WE

7) U=1.0(D2 )+1.0(EO-NS-EO-NS,/WE 1+EO-VERT)+1.0FC 8) U=1.0(D 2 )+1.0(EO-NS+EO-NS2+EW1+EO-VERT)+1.OFC

9) U+1.0(D2 )+1.0(EO-SN+EO-SN1/WE2+EO-VERT)+1.OFC

4-5b

ATTACHMENT 2


SPENT FUEL STORAGE EXPANSION

NEW COLUMN UNDER FUEL POOL FLOOR

EXPLANATION OF ATTACHMENT 2

CALCULATION BOOK HB-102

Pages: 18, 132 - 148, 180 - 185 185A, 185B, 185C, 186A, 186B

187A, 187B, 188, 188A, and 188B

EXPLANATION OF ATTACHMENT 2

The following computation pages are excerpts from Calculation Book HB-102 and detail the analysis of the fuel pool floor slab and pile cap.

The column support, as indicated on page 18, was included in a finite element model of the spent fuel pool. Primary loadings (i.e.: dead load, live load, wind load, seismic load, etc.) were input into a computer run and then combined with appropriate load factors to determine the governing maximum internal element force envelopes. These resulting enveloped forces are shown on pages 132 through 148 for critical load combinations (LC1 through LC55, as applicable) for both mechanical only load combinations and mechanical plus thermal load combinations. As the support .column was included in the finite element model, resulting forces in the fuel pool floor slab reflect the effects of the column reaction loads. From the critical force envelopes, the existing concrete slab and reinforcing is checked against that required in order to verify its adequacy. Inspection of pages 132 through 138 shows that both the concrete slab and its reinforcing are adequate to resist the effects of maximum factored loading combinations and the column reaction loads.

The effects of the column loads on the pile cap and piles are detailed on pages 180 through 188B. Maximum governing load combinations are determined from the computer output reaction forces and transferred to the pile group center of gravity so as to predict maximum and minimum pile loads. The loads O in the six (6) piles beneath the column reflect the effects of both the maximum factored column loads and the maximum factored load combinations from the computer output. Inspection of pages 180 through 188B shows that pile loads do not exceed acceptable capacities for both axial and shear force effects.

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FORMd ,1- 5. 36 REV, 747 1130 - J33,

EBASCO SERVICES INCORPORATED I

BY _____ DATE 2 ,lNEW YORK SHEET/f. F o ? ___

DE PT. CNKO. BY52 -A DATE 5OFS NO. C,4 4 276 2. CdIY NO. ____

CLIENT PIL 0 //_ 2 PROJ ECT

SUBJECT - P' - 0 ,c4L)5

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FORM 581 REV 7-71

EBASCO SERVICES INCORPORATED 2 NEW YORK

evBY _____o__ DATE NE YORK _ SHEET /85 o __2__

CHKD. BY ,2 '/4 DATE OFS NO. (CA, Z7 oZ NOE. _ _ ' CLIENT

PROJECT

SUBJECT / p'

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FORM 581 REV 7-71

EBASCO SERVICES INCORPORATED ~ ~

BY DATE' SHEET-LnOF 7-OCO

CHKD. BYZ-f/' L/du%7TE /F NO.9 NO.~~JDE O ~C LIE N T

PROJECT ' ~ /I~~

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CHKD. BY DATE OFS NO. D72 EPT jj

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PROJECT /3 Z

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501/8481

ATTACHMENT 3


SPENT FUEL POOL AREA STRUCTURAL MODIFICATION

DRAWING CAR 2762-B-410-R1

S

r REFERENCE DRAWING:.

PLAN-GEN ARRGT-FUEL HIANDLING BLDG& "MACHINE SHOP :G7190 192.

LUJ

I-4

.. 38 Qb

TA4K ~ fA~~~

NN/T9

SECT D 'c) 11Nt2)x, 9

GNE-:AL R VISI'IN "45 CIR.CLE

INCHES I2 CM. t A

NOTES.

1. ALL STEEL PLATE SHALL BE ASTM A-36.

2. CONCRETE W DGE ANCHORS SHALL BE 10 X 12 WEDGE

ANCHORS NO. WS-1.00120 AS MANUFACTURED BY

PHILLIPS DRILL CO. OR APPROVED ALTERNATE.

3. GROUT SHALL BE MASTER BUILDERS EMBECO 636 OR

APPROVED ALTERNATE.

4. WELDERS, WELDING OPERATORS AND WELDING AND

WELD PROCEDURES SHALL BE IN ACCORDANCE WITH

! TC)L POOL I Al AWS D1. 1.81. STRUCTURAL WELDING CODE

5. WELDING ELECTRODES SHALL BE AWS-A5.1 LOW

HYDROGEN CLASS E70XX. FOR MANUAL SHIELDED META

TYP ARC WELDING, OR AWS-A5.17 F7X FOR SUBMERGED

ARC WELDING. 6. PREHEAT IS REQUIRED IN ACCORDANCE WITH AWS

D1.1.81. TIABLE 4.2,GROUP 1.

7. ALL WELDS SHALL BE INSPECTED BY THE LIQUID 4 PENETRANT METHOD .IN ACCORDANCE WITH ASTM E165..

8. ALL MATERIAL SHALL BE FURNISHED WITH A

CERTIFICATE OF COMPLIANCE.

9. ALL COLUMN ENDSAND CONNECTION AND BEARING,

PLATES SHALL BE MILLED TO BEAR ON ALL METAL

T. .TO METAL CONTACT SURFACES. 10. FOR SURFACE PREPARATION AD PAINTING, SEE

00 EBASCO SPE"IFICATI.ON.CAR-HBR-C-4 .

11. FOR BILL QF MATERIAL, .SEE BM-410.

12. INSTALL UPPER COLUMN SECTION. FIRST,UTILIZING\ WEDGE ANCHORS FOR LEVELING. AFTER GROUT HAS

THOROUGHLYj SET, TIGHTEN WEDGE ANCHORS ACCORD

ING TO MANIUFACTURER'S INSTRUCTIONS..(250-300

FT-LBS). THEN SLIDE LOWER COLUMN SECTION IN

___________ PLACE, BOJT CONNECTING PLATES TOGETHER USING./

A325 BOLT9 WITH TURN-OF-NUT METHOD OR LOAD

INDICATOR WASHERS. INSTALL WEDGE ANCHORS, GROUT, AN6, AFTER GROUT HAS THOROUGHLY SET, TIGHTEN L WER WEDGE ANCHOR NUTS TO 75-100

FT-LBS TO QUE. UPPER WEDGE ANCHOR.BOLTS ARE

NOT TO.BE USED TO HOLD ENTIRE COLUMN IN PLACE"

DURING GROUTING OF BOTTOM BASE PLATE. JACKS

OR WEDGES MUST BE UTILIZED. TO ENSURE NO

~COL TENSION IN COLUMN. 13. GROUT FOR UPPER AND BASE BEARING PLATES MUST

- Q , BE INSTALIED IN STRICT ACCORDANCE WITH MANU

-. __ FACTURER'S INSTRUCTIONS TO ENSURE FULL AND

COMPLETE 9EARING.

PROFESSICNAL

SECT G(2oREQD N "~'9 _TS*A

EBASCO SERVICES INCORPORATED CAR'OLMA FOWER L&GT ,, POBIN ON M TEAM ELECTIC PLANT-UNIro CA R '27

v FUEL HANDLI0 bulDING

SCALE APPR C.- 9L;PENT FUEL FOOL ARE4 A .41O COVE DAT, eG C ATRUCTURAL MODIFICATION

ATTACHMENT 4


FUEL HANDLING BUILDING PILING

PLAN AND DETAILS

DRAWING NO. G-190419

0

Documents

INFORMATION DISTRIBUTION *TEM (RIDS) 82/04/02 … · The attached sheet, (Attachment 2, page 186A) calculates a maximum factored pile load of 207 kips in these piles leaving adequate