ML18033B179

Responds to Request for Addl Info Re Denial of Violation 50-260/89-10-01.Encl Analysis Demonstrates That Emergency Equipment Cooling Water Design Flow Would Be Maintained Following Postulated Seismic Event

ML18033B179
Person / Time
Site:	Browns Ferry
Issue date:	02/14/1990
From:	Michael Ray TENNESSEE VALLEY AUTHORITY
To:	NRC OFFICE OF INFORMATION RESOURCES MANAGEMENT (IRM)
References
NUDOCS 9002260004
Download: ML18033B179 (42)

Text

~-,ACCELERATED DISTRIBUTION DEMONSTjWTION SYSHBVl REGULATORY INFORMATION DISTRIBUTION SYSTEM (RIDS)

SSION NBR:9002260004 DOC ~ DATE: 90/02/14 NOTARIZED:

NO DOCKET ACIL:50-259 Browns Ferry Nuclear Power Station, Unit 1, Tennessee 05000259 50-260 Browns Ferry Nuclear Power Station, Unit 2, Tennessee 05000260 50-296 Browns Ferry Nuclear Power Station, Unit 3, Tennessee 05000296 AUTH.NAME AUTHOR AFFILIATION RAY,M J.

Tennessee Valley Authority RECIP.NAME RECIPIENT AFFILIATION Document Control Branch (Document Control Desk)

SUBJECT:

Responds to request for addi info re denial of violation 50-260/89-10-01.

DISTRIBUTION CODE:

IE01D COPIES RECEIVED:LTR ENCL SIZE:

TITLE: General (50 Dkt)-Insp Rept/Notice of Vio ation Response NOTES:1 Copy each to: B.Wilson,D.M.Crutchfield,B.D.Liaw,S.Black R.Pierson, 1 Copy each to: S.Black,D.M.Crutchfield,B.D.Liaw, R.Pierson,B.Wilson 1 Copy each to: S. Black,D.M.Crutchfield,B.D.Liaw, R.Pierson,B.Wilson 05000259 05000260 05000296 1

RECIPIENT ID CODE/NAME PD RPSS, T.

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1 NOTE TO ALL"RIDS" RECIPIENTS:

PLEASE HELP US TO REDUCE WASTEl CONTACT THE DOCUMENT CONTROL DESK, ROOM Pl-37 (EXT. 20079) TO ELIMINATEYOUR NAMEFROM DISIRIBUTION LISTS FOR DOCUMENTS YOU DON'T NEEDl TAL NUMBER OF COPIES REQUIRED:

LTTR 32 ENCL 32

TENNESSEE VALLEYAUTHORITY CHATTANOOGA. TENNESSEE 87401 5N 1578 Lookout Place FEB 14 1990 UPS.

Nuclear Regulatory Commission ATTN:

Document Control Desk Nashington, D.C.

20555 Gentlemen:

In the Hatter of Tennessee Valley Authority Docket Nos.

50-259 50-260 50-296 BRONNS FERRY NUCLEAR PLANT (BFN) UNITS 1, 2, AND 3 NRC INSPECTION RFPORT NOS. 50-259/89-10, 50-260/89-10, AND 50-296/89-10

RESPONSE

TO REQUEST FOR t

ADDITIONAL INFORMATION CONCERNING VIOLATION DENIAL This letter provides TVA's response to the letter from Bruce A. Nilson to Oliver D. Kingsley, 3r., dated january 9,

1990.

NRC requested the analysis on which TVA based their denial of violation 50-260/89-10-01.

Enclosed is TVA's analysis which demonstrates that emergency equipment cooling water design flow would be maintained following a postulated seismic event.

If you have any questions, please telephone Patrick P. Carier at (205) 729-3570.

Very truly yours, TENNESSEE VALLEY AUTKORITY Enclosure cc:

See page 2

Hanag

, Nucle((r icensing and Regulatory Affairs 9002l4 PDR AXiOCK 08000259 9

PDC An Equal Opportunity Employer

FEB 14 1980 U.S.

Nuclear Regulatory Commission

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cc (Enclosure):

Ms, S.'.

Black, Assistant Director for Projects TVA Projects Division U.S. Nuclear Regulatory Commission One Hhite Flint, North 11555 Rockville Pike Rockville, Maryland 20852 Mr. B. A. Hilson, Assistant Director for Inspection Programs TVA Projects Division U.S. Nuclear Regulatory Commission Region II 101 Marietta Street, NH, Suite 2900 Atlanta, Georgia 30323 NRC Resident Inspector Browns Ferry Nuclear Plant Route 12, Box 637

Athens, Alabama 35609-2000

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ASSESSMENT OF BURIED VITRIFIED CLAY PIPE AT BFNP IN THE EVENT OF AN EARTHQUAKE 2/24/89 KTSANG g y y~)g 2/24/89 SH+ ~~~~~

2/24/89

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4 l.0 EXECUTIVE

SUMMARY

This report provides the results of the engineering evaluation perfo~d to determine the safety significance of the use of vitrifiedclay pipe for a portio of the RCV discharge lines in the event of a postul'ated'arthquake at BFNP.

The purpose of the evaluation is to demonstrate with reasonable assurance that the use of'he vitrified clay pipe does not constitute a condition adverse to safety.

The activities addressed in this report are as follows:

Evaluate the plant responses, including system design requirements and postulated sequence of events in the event of an earthquake.

Evaluate the structural integrity of the vitrified clay pipe due to the earthquake ground motion.

Conservatively postulate potential failure mechanisms in the vitrified clay pipe and assess overburden collapse around the postulated broken vitrified clay pipe.

Conclusio The assessment of the structural integrity of the vitrified clay pipe concluded that this material is at least as strong as unreinforced concrete pipe and would not fail due to SSE conditions.

However, ifit is conservatively assumed that the vitrified clay pipe is damaged or broken during a seismic event, a review of the as-built conditions for a

cohesive soil backfill, with reasonable estimates of the cohesive

strength, concluded that the overburden will not collapse into a broken pipe. It is also concluded, that in the unlikely event that the soil collapses around a broken pipe, there would be sufficient pressure to re-establish flow.

It is thus concluded that the design flow will be maintained following a postulated seismic event and the use of vitrified clay pipe does not constitute a condition adverse to the safety.

2.0 BACKGROUND

AND INTRODUCTION On January ll, 1989, SPEC identified that buried vitrified clay pipe was used within the seismic boundary of a portion of the RCW system.

After evaluation of the potential

problem, including an assessment of the system safety requirements, TVA issued a

CAQR on or about February 3,

1989.

The purpose of this report is to provide an assessment of the use of the vitrified clay pipe for this particular application and to demonstrate with reasonable assurance that a condition adverse to safety does not exist.

Section 3.0 of this report presents a

discussion of the system design requirements and the postulated scenario in the event of an earthquake.

The evaluation includes flow characteristics, such as rate of flow, head of water,

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I and pressure in the RCW and EECW lines.

The evaluation of the structural integrity of the vitrifiedclay pipe, presented in Section 4.0, includes the determination of clay pipe properties, such as the

strength, ultimate strain, and the stress-strain characteristics.

It also includes a discussion of the manufacturing process for the clay pipe, including pipe run lengths and joint details.

The report summarizes the evaluation of the structural behavior of the vitrified clay pipe due to SSE conditions.

Section 5.0 presents the geotechnical assessment of the behavior of the soil backfill, which is based on the conservative assumption of the vitrified clay pipe failure.

The potential for the overburden collapse and the maintenance of the required flow through the soil is also evaluated.

3.0 EVALUATION OF PLANT RESPONSE 3.1 System Design Requirements The raw cooling water (RCW) system provides the normal supply of cooling water through the Unit 1 and 2 control bay chillers, the Unit 2 shutdown board room ACU's as well as one of the Unit 3 control bay chillers.

Refer to sketches in Appendix 4 This supply is backed up by cross-ties from the EECW system which provides a safety-grade source of cooling water.

The cross-ties to the control bay chillers require local manual operator action while the cross-ties to the Unit 2 ACU's provide automatic backup.

The RCW discharge lines provide the safety-grade return path back to the circulating water system from the chillers and ACU's.

The required design flow rate for these components are as follows:

~Com oneno Flow Rate m

Units 1 and 2, Chillers 1A and B

Unit 2, Shutdown Board Room ACU's Unit 3, Chiller 3A 500 60 340 3 '

Postulated Scenario In order to evaluate the seismic capability of the buried clay pipe portion of the RCW discharge

lines, the following sequence of events was considered.

An earthquake was assumed to occur, resulting in the loss of all offsite power as well as the failure of the dam located downstream of the plant.

The loss of offsite power will cause the tripping of the RCW and EECW pumps.

When the diesels start, the EECW pumps will automatically be loaded on and restarted.

No credit is taken for the restart of any of the RCW pumps since they are nonseismic.

With the restart of the EECW pumps, EECW flow will automatically be established to the Unit 2 ACU's.

No EECW flow to the chillers willbe established until the operators respond to the loss of RCW flow and send out operators to locally valve in the backup EECW cross-ties.

In the interim, the level in the reservoir which provides the suction'ource for the EECW pumps will drop due to the downstream dam failure.

The design minimum 0086DEO.WP

breach of dam level is 529 feet.

3.3 EECW System

Response

When EECW is aligned to provide flow to the chillers and ACU's, the pressure in the discharge lines at the clay/steel pipe interface will be as follows (See Appendix 1):

RCW Discharge ne

~Com anent Initial Available schar e Pressu e

Unit 1 Unit 2 Unit 3 Chillers 1A and B

73 Ft H 0 Shutdown Board Room ACU's 87 Ft H 0 Chiller 3A

'95 Ft HO The pressures given above are the initial available pressures following flow blockage due to soil collapse.

4.0 STRUCTURAL EVALUATIONS 4.1 General The pipe is made up o8 lengths of between 3 feet and 7 feet.

At the ends of the

segments, the pipes are joined -by compression type joints meeting the requirements of ASTM C425.

Approximate dimensions of the pipe are:

~

Inside Diameter 24 In.

~

Wall Thickness 2-1/2 In.

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Outside Diameter 29 In.

Based on conversation with the National Clay Pipe Institute, the properties of the pipe material are:

Modulus of Electricity Maximum Tensile Strain 4 x 106 psi 350 x 10+

From the above information, the tensile capacity of the pipe can be estimated at between 1000 and 1500 psi, minimum (see Appendix 2).

The pipe is stronger in compression than in tension, so tension will govern the. capacity of the pipe.

0086DEO.WP

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4.2 Stresses Due to the exi the sur sting condition of the pipe, the only stresses it experiences are due to charge load, caused by the weight of Soil placed above it. If the pipe

. is assumed to be well supported, stresses caused by this loading, are primarily perpendicular to the pipe axis (i.e., they would cause cracks parallel to. the pipe axis).

These types of stresses would lead to collapse of the pipe if they were excessive.

/p 1

Stresses caused by earthquake ground motion tend to produce axial'and bending stresses in the buried pipe.

These stresses are parallel to the axis of the pipe (i.e.,

they would produce cracks perpendicular to the pipe axis) and are not additive to the existing stresses.

Since the pipe has functioned for its entire existence, it is not necessary to evaluate the stresses due to the surcharge loads.

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Strains due to seismic excitation have been conservatively estimated for the SSE condition to be approximately equal to the maximum tensile strain of the pipe material (see Appendix 2).

however, it should be realized that the majority of this strain is due to axial extension of the pipe.

Examination of the configuration of the piping system indicates that there will be joints every 3

to 7 feet.

These joints will allow for differential movement, and essentially 0086DEO.WP

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a<w y

the stress in the pipe is completely relieved.

For example, the estimated strain in the pipe is about 0.000333 due to axia]

de formation of the system.

Using 7-feet lengths of pipe, this corresponds to a movement of less than 0.03 in. at each joint.

Wis amount of movement can easily be accommodated by the compression-type joints, and in reality the pipe will experience little or no stress due to seismic excitation.

4.3 Conclusions

~

The clay pipe is not a weak material.

It is durable and at least as strong as unreinforced concrete pipe.

~

Considering the pipe as a continuous structure, the pipe would not fail due to SSE excitations.

~

Considering the joints in the pipe, relative motions in the piping system will be greatly relieved by these relative movements.

The magnitude of these movements are small, and no damage to the joints will occur.

~

Based on the above considerations, it can be concluded that the 24-in. vitrified clay pipe can survive a seismic event.

1 5.0 GEOTECHNICAL ASSESSMENT OF OVERBURDEN COLLAPSE AROUND A POSTUIATED BROKEN VITRIFIED CLAY PIPE Based on review of as-built conditions, for a

cohesive soil backfill with reasonable cohesive

strength, the overburden will not collapse into a broken The soil around the buried vitrified clay pipe in question is compacted clay backfill classified as CH or CL material (References 1,

2, and 3).

The clay moist unit weight is 120 pcf.

Cohesive strength ranges between 1000 psf and 1600 psf based on consolidated-undrained (Q-test) triaxial test results (Reference 3).

In the unlikely event that the soil were to collapse around a broken pipe, this would indicate the backfill to be sandier and less cohesive than it is known to be.

Such a sandy, minimally cohesive backfill would be incapable of plugging the flow.

Considering the weight assoil overlying a hypothetical collapsed

section, the minimum pressures required to unplug such a collapse are estimated as follows:

Soil Cover ft Minimum Pressure (ft. of H>0)

Re ui ed Available 14

, 34 61 73 73 73 0

. 0086DEO.WP

Hence, even with the conservative assumption of collapse of overburden around pipe available head will be sufficient to prevent blockage.

6. 0 REFERENCES BFN FSAR Appendix C, Page C.0-5 BFN Drawing Nos.

17W300-1 and 7

BFN Design Criteria BFN-SO-C-7100, Revision 1, Attachment C, Sections 7.2.8 through 7.2.12 0086DEO.WP

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