ML040500656

Excerpts from Revision 9 of Calculation WBN-OSG4-091, Maximum Containment Water Level

ML040500656
Person / Time
Site:	Watts Bar
Issue date:	12/20/2001
From:	Lund J, Posey D Tennessee Valley Authority
To:	Document Control Desk, Office of Nuclear Reactor Regulation
References
-RFPFR, WBN-TS-03-06 WBN-OSG4-091
Download: ML040500656 (28)

Text

ENCLOSURE WATTS BAR NUCLEAR PLANT (WBN) UNIT 1 LICENSE AMENDMENT REQUEST WBN-TS-03-06 EXCERPTS FROM CALCULATION WBN-OSG4-091 MAXIMUM CONTAINMENT WATER LEVEL

TVAN CALCULATION COVERSHEETICCRIS UPDATE Page 1

• REV O EDMS/RIMS NO.

EDMS TYPE:

EQMS ACCESSION NO (N/A for REV. 0)

NEB811005261 calculations(nuclear)

T 7 1 0 2 0 1 0 2 8 0 0 Calcitle:

MAXIMUM CONTAINMENT WATER LEVEL Z&Ij=

IDP L

M PLANT BRANCH NUMBER CUR REV NEW CURRENT ON NUC WBN NTB WBNOSG4091 R08 R09 APPLICABILITY NEW CN NUC Entire ca'c 0 Selected pages 0

_ No CCRIS Changes 0 ACTION NEW E l DELETE 0

l SUPERSEDE 0

CCRIS UPDATE ONLY

(For calc revision, CCRIS REVISION la RENAME C 1 DUPLICATE 0-) (Verifier Approval Signatures Not Required) been reviewed and no I.

CCRIS changes required)

UNITS SYSTEMS JNIDS 1

271 NMA DCN*.EDC.N/A APPLICABLE DESIGN DOCUMENT(S)

ClASSIFICATION E-50814-A NIA E

QUALITY SAFETY RELATED?

UNVERIFIED SPECIAL REQUIREMENTS DESIGN OUTPUT SARITS AFFECTED RELATED?

(Ifyes, QR =yes)

ASSUMPTION AIN/OR LIMITING CONDITIONS?

ATTACHMENT?

Yes O No 0

_ Yes 1 No O Yes ]

No 0 Yes No o0 Yes O No N Yes C No 0 PREPARER ID PREPARER PHONE NO PREPARING ORG (BRANCH)

VERIFICATION METHOD NEW METHOD OF ANALYSIS JFLUND 423"35-1460 MEB DESIGN REVIEW O Yes 0 No PREPARER SIWNAY PE DATE CHECKER SIGNATURE-DATE J. F. Lund z

D. W. Posey z-Z Z

VERIFIE GNATUR DATE APPROVAL SIGNATURE DATE D. W. Pa c

zz-4 Fro L:ZzX STATEMENT OF PROBLEWAASTRACT STATEMENT OF PROBLEM DETERMINE THE MAXIMUM CONTAINMENT WATER LEVEL THAT WILL OCCUR FOLLOWING AN ACCIDENT.

ABSTRACT THIS CALCULATION DETERMINES THE MAXIMUM CONTAINMENT WATER LEVEL FOR THE BOUNDING CASE OF LBLOCA, SBLOCA, AND MSLB/MFLB. THE LBLOCA RESULTS IN THE MAXIMUM WATER LEVEL. A TRANSIENT WATER LEVEL INSIDE THE CRANE WALL WAS CALCULATED FOR THE LBLOCA.

THE EQUILIBRIUM WATER LEVEL WAS CALCULATED FOR THE LBLOCA AND THE MSLB. THIS WAS PERFORMED USING THE METHODOLOGY DISCUSSED IN SECTION 4.0. THE RESULTS ARE SUMMARIZED IN SECTION 9.0.

THE LEVELS ARE SUMMARIZED BELOW:

LBLOCA MAXIMUM TRANSIENT CONTAINMENT WATER LEVEL: ELEVATION 720.0 FEET LBLOCA MAXIMUM EQUILIBRIUM CONTAINMENT WATER LEVEL: ELEVATION 717.2 FEET MSLB MAXIMUM EQUILIBRIUM CONTAINMENT WATER LEVEL: ELEVATION 716.0 MICROFICHE/EFICHE Yes 0 No 1 FICHE NUMBER(S) o LOAD INTO EIMS AND DESTROY 0

LOAD INTO EDMS AND RETURN CALCULATION TO CALCULATION LIBRARY.

ADDRESS: EQB 1M-WBN o - LOAD INTO EDMS AND RETURN CALCULATION TO:

TVA 40532 [07-20011 Page 1 of 2 NEDP-2-1 [07-09-2001)

Page 2E WVAN CALCULATION RECORD OF REVISION CALCULATION IDENTIFIER: WBNOSG4091 Title MAXIMUM CONTAINMENT WATER LEVEL Revision DESCRIPTION OF REVISION No.

This calculation implements Corrective Action Step 19 of PER 00-00781 9-000.

The revision to this calculation evaluates the effects of potential LOCA induced line breaks in the Component Cooling and Essential Raw Cooling Water Systems on the Containment flooding analysis. This is necessary since the existing calculation did not account for the addition of water from these potential sources.

1. Pages 1 and 1A replaced the existing coversheet.

2. Page 2E added the Revision 9 Revision Log.

3. Page 3 replaced the existing Verification page.

4. Page 5 was revised to change the Revision Log page count.

5. Pages 7 and 9 were replaced to update the Table Of Contents.'

6. Page 13

7. Pages 21 and 22 were revised to consolidate the References and add References 43 through 59.

8. Page 36 was revised to add CCS and ERCW as potential sources of water.

9. Pages 87 through 96 were added to include Appendix C which evaluated the effect of potential CCS and ERCW line breaks.

10. Attachment 3 was added to include a copy of Reference 58.

This revision of the calculation does not affect any successor calculations.

Pages Added: 2E (new Revision Log), 87 through 96, Attachment 3, page 1 of 1 Pages Revised; 5 Pages Replaced: 1,1A, 3,7, 9,13, 21, 22, 36, Pages Deleted: None Total pages in Calculation: 119, including 1A, 2a, 2b, 2c, 2d, 2E, 4a, and 39.1.

The computer files prepared for this revision are stored in the S Drive under S:\\Nuc._Eng\\Mechanical\\Calculations.

WA 40709 [12-2000]

Page 1 of 1 NEDP.2.2 (12.04.2000]

TVA 40709 [1 2-20001 Page I of I NEDP-2-2 112-04-2000]

Page 87 Cabcrie: MAXIMUM CONTAINMENT WATER LEVEL WBN Unt 1 DME~

PLANT BRANCH NUMBER REV prepared

.J F Lund CALC ID CN WBN NTB WBNOSG4091 R09 checked D

W Posey Appendix C Flow Resulting From CCS and ERCW' Line Breaks (continued)

Two (2) Component Cooling System lines and one (1) Essential Raw Cooling Water System line inside containment are subject to LOCA impingement failure due to LOCAs which could occur in adjacent piping (Reference 59). Each line is subject to a different LOCA. If one of the subject lines breaks, the failure of the outboard containment isolation valve associated with the specific cooling water line to close could result in a flow of cooling water into containment.

The failure of one of the CCS contaimnent isolation valves (l-FCV-070-92 or -100),or the ERCW containment isolation valve (1-FCV-067-107) to close after a LOCA induced line break in the piping associated with that valve can result in the flow of water into containment. This flow can occur because check valves are provided to protect the piping section between the inboard and outboard containment isolation valves (CIVs) from thermal overpressure conditions which can occur when the containment isolation valves are both closed (Refer to Figure C-1). The check valve piping bypasses the inboard CIV and discharges back into the associated piping inside containment. This problem was discovered during the Extent of Condition Review for PER 00-007819-000. This leakage would add to the volume of water inside the contairnent after a LOCA. Calculations performed in Reference 43 determined that the flow rate through any of the line breaks would be approximately 40 gallons per minute. Due to the rules of single failure criteria, it is only necessary to postulate the limiting failure of one (1) of the valves to close in the condition being evaluated. The valve associated with the broken line is assumed to be the one that fails.

Inside Contaihmno Outside Containment LOCA induced line break-cn inside containment. af out of the break.

FIGURE C-I Containment Penetration Detail Page Added by Revision 9

Page Appendix C Flow Resulting From CCS and ERCW Line Breaks (continued)

The postulated failure of the outboard containment isolation valve would result in an unintended cooling water floras path into containment. This could affect two areas of concern; the boron concentration of the recirculation water in the containment sunp, and the post LOCA flood level inside containment. The effect on boron concentration is evaluated in Reference 43.

Post LOCA Flooding Inside Containment This calculation (WBNOSG4091) determines the maximum transient and equilibrium flood levels inside containment.

Following a large break LOCA, the flood levels are as showvn below.

1. The maximum transient level inside the Crane Wall, prior to establishing equilibrium conditions on each side of the Crane Wall, is 720.0 feet.

2. The maximum equilibrium level is 717.2 feet.

The 717.2 elevation is the maximum elevation specified for the raceway between the Crane Wall and Steel Containment Vessel on the Environmental Data drawing 47E235-42 (Reference 34). Flooding above this elevation could impact safety related equipment.

According to page 62 of this calculation, the maximum transient elevation inside the crane wall occurs at approximately 15 minutes after the Safety Injection Signal for a large break LOCA. After this time the maximum transient elevation wvill decrease due to flow out through the Crane Wall sleeves located above elevation 716.0' into the raceway and also into the reactor cavity. The flow through a CCS or ERCW line brcak will have negligible impact on the transient flood level during the initial 15 minute time frame following the LOCA. Conservatism in the calculation's assumptions will account for the slight difference in water flow into containment.

This calculation (WBNOSG4091) assumed the maximum postulated amount of liquid that could be dumped into containment following a LOCA. System descriptions N3-61-4001 :ICE CONDENSER SYSTEM" in subsection 3.2.19.3 (Reference I1l), N3-63-400 1, "SAFETY INJECTION SYSTEM" in Tables 7 and 9 (Reference 12), and N3-68.4001 "REACTOR COOLANT SYSTEM" on page 26 (Reference 11) provide normal minimun and maximum values for the fluid volumes of the Reactor Coolant System, the Safety Injection System Accumulators, Refuieling Water Storage Tank, and the Ice Mass in the Ice Condenser. TABLE C-1 is based calculations performed in Reference 43, and gives a comparison of the values derived from the system descriptions w-ith the values used in this calculation.

Page Added by Revision 9

Page 89 CafcTiUe: MAXIMUM CONTAINMENT WATER LEVEL WBN Unit 1 la[

PLANT BRANQU NUMBER M

prepared J F Lund CN WBN NTB WBNOSG4091 R09 checked D W Posey Appendix C Flow Resulting From CCS and ERCW Line Breaks (continued)

TABLE C-1 System Fluid Volumes Component Volume Volume Volume I

Maximum Minimum total total per calc Difference Difference Per Ref. 43 Per Ref. 43 WBNOSG4091 gal gal gal, minimum gal, maximum g

RCS 51,198 51,198 51,200 2

2 Accumulator 30,897 33,664 40,400 9,503 6,736 RWMST 352,644 362,981 380000 27,356 17..019 Ice Condenser 297,991 371,900 372,000 74,009 10(

Total 732,730 819,743 843,600 110,870 23,857 As can be seen from the above table, calculation WBN-OSG4-091 provides conservative volumes for the wvater contributing to containment flooding. Another difference is that the flooding calculation WBN-OSG4-09 1 assumed the RWST completely emptied, when in actuality, approxinmately 28, 800 gallons of water remain in the tank. In addition, it also assumes a complete ice-melt, which may not occur during these LOCA scenarios, due to the location and size of the LOCAs.

With a flow rate of approximately 40 gpm through the check valve (Reference 43), a LOCA induced ERCW or CCS pipe break results in a flow rate of approximately 2,400 gallons per hour. Therefore, under wvorst case assumptions, there would be anywhere from approximately 10 to 46 hours5.324074e-4 days <br />0.0128 hours <br />7.60582e-5 weeks <br />1.7503e-5 months <br /> before the actual flood level reached the equilibrium flood level in calculation WBN-OSG4-091 based on the range of values listed in TABLE C-I. Thlis time span is based on the minimum and maximum values for the quantities of water that are specified in the system descriptions and shown in Table C-I. In actuality the time to reach design basis equilibrium flood conditions vtill be longer since the types of LO CAs that would break the ERCW or CCS pipe lines are not the same size as the design basis LO CA evaluated in this calculation.

Page Added by Revision 9

Page 90 Appendix C Flow Resulting From CCS and ERCW Line Breaks (continued)

EVALUATION OF THE CCS LINE BREAK Description If the line break-was in the CCS system, a dropping level in the CCS Surge Tank whould indicate a potential line break.

-In addition, a rising water level inside containment, caused by the CCS line break, would also be identified by Operations personnel.

According to subsection 3.2.3 of Reference 44, "Each of two surge tanks is dixided internally by a baffle to separate the Train A and Train B sides ofthe surge tanks. This internal division provides redundancy for a passive failure during recirculation following a LO CA." The A Train side of the Surge Tank is associated with the piping that supplies the components in the Reactor Building served by the CCS.

In addition, subsection 3.3.2 of Reference 44 states, "Level indication is provided for each tank in the MCR and ACR.

Low and high level alarms in MCR warn of the loss of water, or inleakage of water to the CCS."

Using the water level at which the high level alarm would actuate, it is possible to determine the maximum initial amount of water in the Surge Tank that would be available to drain into the Train A header, if there was a line break inside containment. Nornally when the water level in the Surge Tank reaches the low level setpoint, valv I -LCV 63 would open and make-up water would be provided from the Dernineralized water system. For the purposes of this calculation, it is assumed the continuing need for makeup would additionally alert the operators to the potential for a line break, and together with the status light for the containment isolation valve showing it ws as still open, action would be taken to isolate the break in atimely manner. Either the break would be isolated, or the CCS pumps assigned to Train A would be shut down due to low NPSH concerns if makeup -water was not available.

Page Added by.Revision 9

Page 91 carTitle: MAXIMUM CONTAINMENT WATER LEVEL lWBN Unit 1 lTEl PLANTl BRANCH l

NUMBER l

RV I

prepared I

J F Lund CALC ID CN WBN

_ NTB WBNOSG4091 R09 I

checked I

D W Posey Appendix C Flow Resulting From CCS and ERCW Line Breaks (continued)

Determination Of Time To Empty The CCS Surge Tank If Maike-Up Is Not Available.

The following calculation determines the amount of water in the surge tank and the time it would take to drain th-tank if there was a CCS line break inside the containment concurrent Nith a LOCA.

Upper Level Alarm Divider Plate Lower Level Alarm Figure C-2 CCS Surge Tank, Outline Volume of CCS Surge Tankl outside diameter =

outside diameter =

wall thickess =

inside diameter =

inside radius =

inside surface area =

inside surface area =

12 ft Ref. 45 144 inches Ref. 45 5116 inches Ref. 45 143.375 inches 71.688 inches 16144.951 sq inches 112.118 sq feet Page Added by Revision 9

Page 92 Cac tie: MAXIMUM CONTAINMENT WATER LEVEL WBN Unit 1 TYPE PLANTiI BRANCH NUMBER l

prepared J F Lund CALCID CN WBN NTB WBNOSG4091 R09 I

checked D W Posey Appendix C Flow Resulting From CCS and ERCW Line Breaks (continued) volume =

volume =

112.118 cu feet/foot of height 838.699 gallons/foot of height Low level alann elevation =

At height above lower tap Top of divider plate =

Height of water above the divider plate =

Volume above divider plate c (below low level alarm) 769.08 feet 75 inches 71.81 inches

3. 19 inches 222.954 gallons Ref. 46 Ref. 46 Ref. 45 Volume below divider plate =

Volume below divider plate =

2509.4 gallons 3299.9 gallons plus 790.5 gallons Ref. 45 High level elevation Height from Low to High level alarms Volume from Low to High level alarms =

Total Volume of Water to be drained from the A Train side of the Surge Tank (assuming no make-up) =

Flow out of break CCS line break equals Time to drain from high level to low level alarm =

Time to drain remainder of water, assuming no make-up =

770.875 feet 1.795 feet 1505.464 gallons 5028.318 gallons 40gpm 37.64 minutes 88.07 minutes Ref. 43 Total time to drain from the high level alarm =

125.71 minutes Page Added by Revision 9

Page 93 Appendix C Flow Resulting From CCS and ERCW Linc Breaks (continued)

If valve I-FCV-070-0092 or 0140 failed to close, and there wivas a LOCA induced line break inside containment in the piping associated with the open valve, the dropping level in the CCS Surge Tank wvould provide timely indication that there was a break in the CCS piping pressure boundary. Operator action to isolate the leak, by closing either the containment isolation valve or a manual valve in the piping associated with the containment isolation valve, would isolate the leak wvell before adversely impacting the maximum containment flood level. The manual valves which could be used to isolate the line break if the containment isolation valve fails to operate are listed below.

Isolation valve I-ISV-070-501 (1-FCV-070-92)

(Refer to Draxwings 1-47W859-1 (Ref. 51), -2 (Ref. 52), and 47W"J464-9 (Ref. 56)

Isolation valve 1-ISV-070-516 (1-FCV-070-140)

(Draftings 1-47W859-1 (Ref. 51), -2 (Ref. 52), and 47W464-8 (Ref. 55)

Isolation valve 1-ISV-070-700 (1-FCV-070-92)

(Refer to Drawings 1-47W859-(Ref. 51), -2 (Ref. 52), and 47NW464-2D (Ref. 53)

Isolation valve I-ISV-070-789 (1-FCV-070-140)

(Referto Drawings 1-47TV859-(Ref. 51), -2 (Ref 52), and 47\\464-3D (Ref. 54), -11 (Ref. 57)

Page Added by Revision 9

Page 94 Appendix C Flow Resulting From CCS and ERCW Line Brcaks (continued)

Evaluation of the ERCW Line Break The ERCW line break concern is significantly different from the CCS line breaks. The difference is that the source of the ERCW is the Tennessee River, and therefore, a line break could not be identified due to a loss of inventory in the ERCW system as is the case with the CCS. In the case of the ERCW line break, the only indicators would be indication that the containment isolation valve was open, and there was a rising water level inside containment.

As discussed previously, with a flow rate of approximately 40 gpm out of the line break, the maximum calculated flood level inside containment could be exceeded within 10 to 46 hours5.324074e-4 days <br />0.0128 hours <br />7.60582e-5 weeks <br />1.7503e-5 months <br /> depending on the actual volume of fluid contained in each system.

Further evaluation of the Ice Condenser System modifies the minimum time frame. The minimum time frame of 10 hours1.157407e-4 days <br />0.00278 hours <br />1.653439e-5 weeks <br />3.805e-6 months <br /> is based on an Ice Mass of 3,000,000 ibm. The current Technical Specification requirement as defined in SR 3.6.11.2 is that the total weight of stored ice is 2 2,403,800 Ibm. The as left ice mass after the U1 C3 refueling outage was approximately 2,800,000 Ibm (Reference 54). As shown on the next page, with an ice mass of 2,900,000 ibm, the minimum time frame for exceeding the maximum flood level inside containment becomes approximately 16 hours1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br />. The ice mass in the Ice Condenser is not expected to increase above 2,900,000 Ibm mass. A 3,000,000 lbm, that would be the maximum value after the initial fill (or refill) of the Ice Condenser baskets. This value will not be reached by the normal servicing of the Ice Condenser during refueling outages. In addition, ice weight reduction programs that are currently being implemented (Refer to DCN D-5095 1-A) will further reduce the total amount of ice mass in the Ice Condenser.

The flow path(s) can be isolated as described below.

Isolation valve 1-ISV-067-523B (1-FCV-067-107)

If Containmnent Isolation Valve (CMV) l-FCV-067-107 can not be closed and a line break in the associated piping inside containment needs to be isolated, valve 1-ISN'-067-5231 is the only valve available for isolation. This wvill isolate flow to both the 1B and ID containment cooler groups and Reactor Coolant Pumps 2 and 4. Flow to these components would already have been isolated by the closure of the other associated ClVs: therefore, it is acceptable to shut.this valve. Valve I-ISV-067-523B is located at elevation 709'-6" and near column lines A2 and U (47W450-2D),

and is the isolation valve for the connection to the 24" supply header.

(Refer to Drawings 1-47W845-2 (Ref. 48) and -3 (Ref. 49), 47W450-2D (Ref. 50).

Page Added by Revision 9

APPENDIX C WBNOSG4091,. Rev. 9 WATTS BAR NUCLEAR PLANT, UNIT I INPUT DATA Flow Resutting From CCS and ERCW Line Breaks Page 95 Prepared by J. F. Lund Checked by D. W. Posey Reactor Conulant System Spillage Cod Leg Accumulators Rerue~ng Water Storage Tark Tobl Volume Rerueling Water Storage Tank Unused Vrlume

0. D. =

43.5 wt=

5S16 b lto lev=

31.2 lee Condrenser (Required)

CALCULATION OF ALLOWABLE CCS/ERRCW FLCWN INTO CONTAIN4MENT Volume each min 413.000 1,005 370.000 Volume Density cr each water max bmbcu n 413.0S0 Itim 1.095 cu ftat 100(F) 61.990051 380.0D0 Catons at 6rJ (F) 62.373587 References Destgn Input Item D Ret 12. Table 7 Rd. 12. Table 9 n1 Irnches incies Ret. 60 Re. 60 2.403.800 2.900.0W Ibm Ref. 14, Section 3.2.19.3 Cormponent Reacthr Coodant Systaem ruki LteY Accumulators Mass Mass Density Volume Volume Volume Volume Ouaitlily Ibm Itim Ibrmictu t e3ch each each each min Max ou I cult gal gal mhi max mrn max 190 (F) 41:1.rX) 413.010 60.34302332 6.844 6,844 51.198 51.108 I

tIm Kim Iti'ou n culn cul gallons galtnns rD.:1f9 f,1.K r9o.34302332 1,033 1.125 7,724 8,4111 4

lbin lieu tbm/ct'u I CU f cu ft gAx galaris Relueoina Water Storare I ark 1tal Volame.

Refkueling Waler Storage Tank Unimed Vulinno

0. D. -

41.5 nl vt =

511i tidw%

I.n.=

43.45 It HeIght =

31.2

.run:It =

Volun c e 3.8'5 tu It 370.000 2tv1,OJ)o 28.826 28.836 2.6z0 feet 3,855 RWST Volume rransferred at VWST Vdfunne Tianslerrel at RWST TransfeRred at lee Condenser (Required) lli I' 341.164

5f 11G4 cu It an r 2.844.n73 2.021.104 Rin 190 F 2.P44.G133 7.92Dp.S54 txJ.:14:12332 47.142 49,523 352.044 3H7'.Ill I

Itn Iltim Itlfl*U It cif n Cu ft gallns q:illntr; 2.4U3.8Lt 2.!Xl(i,1101 (13034302332 39.83f 48,059 297,991 351) 03 1

Ibrn lbhe t1en/cu It u lt cu It gallons gallons

?7817.313 Ibm as ofApr 1999 Volume Volume Volume Maximum Mlnimum total each percalc Difference DIfference gal gal gal gal gal mrin max 51.198 51,198 51,200 2

2 3Q0807 2:8.664 40.400 9.503 6.734 352.644 362.981 3890.0n1 27.356 17,019 297.991 359.503 372,000 74,009 12A97 732.730 807.346 B4,260W 110.870 38,2S4 daily flow rate 54.720 galiday days to reach equilibrium flood elevation 2.03 0.6 hours6.944444e-5 days <br />0.00167 hours <br />9.920635e-6 weeks <br />2.283e-6 months <br /> to reach equilibrium flood elevation 48.63 15.90 PagjF Ariffed by Revmioin 9

Page 96 calcnnie: MAXIMUM CONTAINMENT WATER LEVEL WWBN Unit 11

~~~~~~~AN.__._

_ K.

_*2_.-----......... Y£ R.EV prepared X J_ _ Lund......___. _

CALC ID CN

,WBN lNTB WBNOSG4091

'R09 checked

.D W Posey t

~~______

_il Appendix C (Continued)

Flow Resulting From CCS and ERCWNI Line Breaks (continued)

SUMMARY

If one of the subject valves fails to close, remedial action should be taken to minimize the effects on the water level inside containment.

In the cases of the Component Cooling Systems, valve position indication lights and a dropping inventory in the CCS Surge Tank, or the requirement to frequently add make-up water to the Surge Tank would ensure remedial actions are taken well within the 16 hour1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br /> time frame before the water from the line break affects the water level inside containment.

In the case of an ERCW line break the valve position indication lights and an increasing water level inside containment would be the indications that there is the possibility ERCW was getting into the post-LOCA containment water inventory. As long as the flow into containment is isolated within the 10 to 16 hour1.851852e-4 days <br />0.00444 hours <br />2.645503e-5 weeks <br />6.088e-6 months <br /> time framne, there are no adverse consequences to the containment flooding analysis flood levels.

Page Added by Revision 9

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Wal3cdown DoSemnentation This following is a itemized list of items found outside crane wall from az l11 to az 230 and from el. 702.78' to el. 714.0'.

Piping and conduits in this area <2 1/2" and support steel were not identified.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

3" pipe x 9'-0 1/2" 1g. (CVCS) 4" pipe x 9 '-1 1/2" 1g. (CVCS) 3" pipe x 9'-0 1/21" 1g. (CCS) 3" pipe x 9'-0 1/211 1g. (CCS) 6" pipe x 9'-0 1/2" 1g. (CCS) 6" pipe x 9'-0 1/2" 1g. (CCS) 6" pipe x 12'-9 1/2" 1g. (CCS) 6" pipe x 14'-10"1 1g. (CCS) 4" pipe x 10'-10" 1g. (S.G.

BLOWDOWN) 4" pipe x 17'-4 1/2" lg. (S.G.

BLOWDOWN) 3" conduit x 3'-6" 1g. (lVC-2580A) 3 " conduit x 11'-31" 1g. (PLC-1072A)

Junction box -

6" x 6" x 6" (1-JB-293-392A)

Junction box -

12" x 14" x 6" (1-JB-293-2516)

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(-- F e-(Z-l0 I i
Qq_

Data Taker (Print)

Data Taker Signature A.'.

M Date Dar-4e-

]Fa-t GFoGF JA

[\\Egepk(

Data Verifier (Print)

Data Verifier Signature

'4$ fflG9tQPfl WBr ADZhISRA~0N OF WALXOWfl-DOCUDI~TS A.PPMYIIX J Page 6 of 8 WALKDOWN DOCUMOTLTAIIOK FORM (Example)

SSP-9.A Revision 2 Page 29 of 3S (A.)A)

OS6')1 -07/ -/ Sc.,

I Page 3 of t Walkdovn. Identification Nto.

Actual Waflcrdown M1anhou~rs t7 0 Wallcdown Docu~mentation This following is a itemized list wall from az 0° to az 15° and 708.78'. Piping and conduits in identified.

of items found inside crane from el.

702.78' to el.

this area <2 1/2" were not 1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

3" Pipe x 3" Pipe x 4" Pipe x 4" Pipe x 8" Pipe x Junction k Junction I Junction I TS 3" x 3' TS 4" x 4' TS 4" x 4' 5'-6" 1g. (Station Drain) 10'-6" 1g. (WDS) 10'-6" 1g. (Fire Protection) 5'-0" 1g. (WDS) 1'-3" 1g. (HVAC Support)

)ox -

6" x 4" x 4" (1-JB-293-1025) box -

6" x 6" x 6" (1-JB-293-798) box -

12" x 14" x 6" (1-JB-293-585)

X 6'-6" 1g. (Pipe Support -

ERCW)

Ix 3'-61' 1g. (Platform Support)

' x 6-0" 1g. (Pipe Support -

ERCW)

D

~a Ta er ( Pr l (-

t Data Taker (Print)

(0- uj-p
-L

/ a -l-1.

Data Taker Sigiiature Date GEOFGi M.

NAGepecoj Data Verifier (Print)

A f+/-~td~gM g

A,&~y Date Data Verifier Signature

WBE ADI!UrSTRArION OF WAIZOOWN DOCUMFI~S APPEflTIX J Page 7 of 8 SSP-9.A Revision 2 Page 30 of 33 Akt to nq i WALZDOWN DOCUMNTATION F0RM (Example)

Continuation Sheet IP age 4of 'f WKaljdown Identification No. LAJ&Z-OS14 -6t7/- /*C.-

This following is a

list of sleeves found between elevations.716.0'and 721.0'that were not sealdd(KB/

T Room Acc. Rm. 1 cc. Rm.

2 Ach. Rm. 3 Acc. Rm. 3 Elev.

(ft.)

716.3 Sleeve Size Pipe Size Qty 1

4"1 1"

716. 3 7/ V-Si 716.3 718.5 4"

41' 8"

1 I

1 it/

1" Empty Acc. Rm. 4 Acc. Rm. 4 Acc. Rm. 4 Acc. Rm. 4 Acc.

Rm.

4 Excess Letdown Hx.

Excess Letdown Hx.

716.3 717.0 718.0 718.5 721.0 721.0 Bot. el.

716.0' 4"

4" 24" 8"

18" 4"

1" 1 -

3/8" tube 2 -

3/8" tubes 2 -

3/8" tubes Empty I

I 1

• 1S 1

1 I

1.66' x 1.5' Empty Note: There were no openings in Cooling Rm. 1 & 2.

k~l 1F~ GL.

't/

7. P 5Y1/104 lQ-(-

.l I-/ I -~

Data Taker (Print)

I Cv909G15 M. HEFLFZC>
A

/

Data Taker Signature

(

Date Ceog6$14F$4j AZL4nv j

I2/3/9Z Data Verifier Signature

• Date I,

Data Verifier (Print)

A-PSILP 7S SAN-DFO&WN O A IS.N F

C R

.APPINDIX A-PHTSICL PROPERTIES OfFLIUIDS AND FLOWCHAAtlISTlCS Of VALVES, FITTINGS, ANiD ripq% C R A N E A.6 Physical.- Properties 0 ater I

-2 a =-;:
31 I1

" 1-;

A Temperature Saturation Specific

• Weight Weight of water Pressure Volume D nsity Pounds per Degrces Squarc Inch Cubic Fcct Pounds per Pounds Fahrcnheit Absolutc Per Pound Cubic Foot Pcr Gallon I.

!:V A

cr I

A

,ltl

_~Al I

11 F

I I,

41 Al A I

40 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 212 220 240 260 280 300 350 400 450 500

1 550 600 650 700 U.UDOo7 0.12163 0.17796 0.25611 0.36292 0.50683 0.69813 0.94924 1.2750 1.6927 2.2230 2.8892 3.7184 4.7414 5.9926 7.5110 9.340 11.526 14.123 14.696 17.1E6 24.968 35.427 49.200 67.005 134.604 247.259 422.55 680.86 1045.43 1543.2 2208.4 3094.3 0.016019 0.016023 0.016033 0.016050 0.016072-0.016099 0.016130 0.016165 0.016204 0.016247 0.016293 0.016343 0.016395 0.016451 0.016510 0.016572 0.016637 0.016705 0.016719 0.016775 0.016926 0.017089 0.017264 0.01745 0.01799 0 01864 0.01943 0.02043 0.02176 0.02364 0.02674 0.03662 62.426 62.410 62.371 62.305 62.220 62.116 61.996 61.862 61.7132 61.550 61.376 61.188 60.994 60.787 60.569 60.343 60.107 59.862 59.812 59.613 59.081 58.517 57.924 57.307 55.586 53.648 51.467 4B.948 45.956 42.301 37.397 27.307 8.3436 8.3451 8.3430 8.3378 8.3290 8.3176 8.3037 8.2877 8.2698 8.2498 8.2280 8.2048 8.1797.

8.1537 8.1260 8.0969 8.0667 8.0351 8.0024 7.9957 7.9690 7.8979 7.8226 7.7433 7.6608 7.4308 7.1717 6.8801 6.5433 6.1434 5.6548 4.9993 3.6505

-7

" z3

J e=

I.:.

CRA C..

-C f'-

IC I

C I.

C:H Exat or a, Spec; r

l Specific gravity of water at 6O F-I.00 Weight per gallon is based on 7A8052 gallons per cubic foot.

All data on volume and pressure are abstracted from ASME Steam Tables (1967), with permission of publisher, The American Society of Mechanical Engineers, 345 East 47th Street, NewYork, N.Y. 10017.

Ac-An Bc:

Br.

B3u Ca

• Di Fu FL FL Ft:

I

1 I I LANE "~

• I CRANE APPENDIX A-PHYSICAL PROP9TIES OP FLUIDS AND FLOW CHARACTEISTICS PF VALVES, FrTTINcS. AND PIPE A.23 Relative Roughness of Pipe Materials and Friction Factors For Complete iulence't

• '\\

Pipe Diameter, in Feet-D

.;i I,2 I p _.4..E.,

f I F I

I ?

? I

§I AD

.O

Zst2, dors

)lOCily 3

I.I I

I I

---T-*T-r L m

.612

=

.631

.635

=

.658

.670 r

.685

.693

.705

.718

.71Z

.718 I

.718

-. 05 ner

-.03 I

-. G25 0)

W

.a

-.C1 4

• 2-1

.oaa:--

Ca.00 tors ocity

-.012

.588

.606

.622

.639

.649

.671

.685

.695

.702

.710

.710

.710

2 I5 A

I1 I1

-.009

-.00O

,VUVUUIJ 1 2

3 4 5 EI 8 10 20 30 4(

Pipe Diameter, in Inches -d 0 5060 80 100 200 300 Data extracted (r;om riction Facaors for Pipe Flow by L.F.

.Moody, sAith pcrmission of the publisher. The Amcrican Sod-ctv or Mcchanical Engincern.

21 Wmst 39ch Strcct. New York.

Problem: Determine absolute and relative roughness, and friction fac-tor, for fully turbulent flow in to-inch cast iron pipe (I.D. = io.tb').

Solution: Absolute roughness (e) = o.ooo,85.....Relative roughness (t:D) = o.oo i..... Friction factor at fully turbulent flow (J) = o.oiq6.

I-

. V_

ANE.

11 I~~~~~~~~~~~~~~~

city Xz ift L

. I Ga1 I

la 6 t

En

v 3

I'

_

l CRANE APPENDIX A-PHYSICAL PROPEXtTIES QF FWS AND FLOW CHARACTERISTICSF VALVES',,INGS. AND PIPE A-29 MR TABL

-SI f

Representative Resistance Coefficients (K) for Valves and Fittings (for formulas vid frictior, dqt, see page A.26)

PLUG VALVES AND COCKS Straight-Way 3-Way View X-X If:

gw, I If:

_ x, If:

K, -iS f.r Kt - 30 fr K,1 - 90 fr If:

<... X.K 2 - Formula 6 MITRE BENDS II, 4 f7 1

I00 afrI 60' 25 ft 7.9 AO fr 9' 60 fr 900 PIPE BENDS AND FLANGED OR BUTT-WELDING 900 ELBOWS rId K

I, 1Id J

1 20 f 10 30Fr 2

12 f, 12 34 f, 3

12 f, 14 38 fr 6

17 fr 1a A6 fr 8

24 fr 20 S0 t The resistance coefficient, K., for pipe bends other than 90° may be determined as follows:

KB. (n-o) z5 rfr-f +

C)K K n = numbcr ot 90' bends K-rcsistancc coeffcient for one 90 bend (per table)

STANDARD ELBOWS 90' 45' K - 3ofr K-i6Jr STANDARD TEES Flow thru run.......

K - zofr Flow thru branch.... K - 6o fr

I E.NT N

PIPE ENTRANCE Inward Projecting Flush

_/d K

o.o0-0.5 0.02 -I0.28 0.04 -

0.24 0.06 0.15 0.10 0.09 0.1 S & up 0.04

'Sharp-edged For K.

see table CLOSE PATTERN RETURN BENDS I

i Projecting K-i.o PIPE EXIT Sharp-Edged 10 Rounded K_-.o K - 50fr

2 ~~CHiAPTER 3 - FORMULAS AND NOMOGIAflt FOOL FLOW FirINSCR AN E A

2 CRAN Surmag"6tformuas W

E rmulas have

• Head loss and ressure drop c

-olumrnc v In straight pipe:

To eliminate needless duplication, for been written in terms of either specifi or weight density p, but not in terms ol one is the reciprocal of the other.

A rboth. since V

Ipg-P =

Pressure loss due to flow is the same in a sloping, vertical, or horizontal pipe.

However, the dif-ference in pressure due to the difference in head must be considered in pressure drop calculations:

see page 1-5.

These equations may be substituted in any of the formulas shown in this paper whenever necessary.

lorey's forn'vt.:

hL -

fJ L =0183fl D 21 0.86 Equatiwn 345

• Bernoulli's theorem:

Eqwation 3.1 tPI v1g

..l44J2 2g

• Mean velocity of flow in pipe:

I (Continuity Equation)

Eqau ion 3-2 r -A

= 1833 1

0P o408 Q

ra 0.iB I S3.3 dI'T c.59 -

t = 0.00o 44 -piT

= 0.003 89

\\'

=.A40

=

3.06 o.c865 q5T 0.7. 33 qhS hL = 6t6o fLe = 00 LQ1 f-Qr hL -

0.01 5 24 O=

4000 3 d,

AP = 0.00 294 P

.d

=

.0o0cc=3 59 dpV d

d AP 43 sJLpqw _ o.Gcc 6 fLdQ2 AP = 0.000 55

= 0.000 003 36JLWV AP -

o O.o 007 6 tLT(q%)S, AP -

o._0o o0c 019 59 fL(q')!S,2 d~p For,semplfied conmpts.bJW Ru;d formulca r.e po;e 3.22

• Head loss and pressure drop with laminar flow in straight pipe:

For laminar flow conditions (R, < 2000). the friction factor is a direct mathematical function of the Reynolds number only, and can be expressed by the formula:

64,/R,. Substituting this value of f in the Darcy formula, it can be rewritten:

S

• Limi Non-TheD.

for the Howec cause 1 pressu culaLel Corin When V bas When less t1 based tion 3 When the re page (for tl

• Iso in I

• Reynolds number of flow in'pipe:

lqvwf;on 3W R..Drp Dro diz' p,

Ali 123.9 R'-%

7°°00q 473qp 5

Q-6 QP R. 6.32W' q As, BP R,= 6.31 T

= 0.451

-d- = 354 dP t2 dv dv R,

v,'

2^2' 1

=

r R, = 1 4I9 °°° -

= 3163 Q 394 q

1 0

3Ib.d vd

-in X
I

-V:

j:

V.

1-k 9:1"'I W e I

• Sir for U

AL-o.og6z LT Eqaation 34 h, = 2 7.65 dq

0-0393 dt'p A,. 0.075 Lf3 pLW h, = 0C275 dip LB

0.004 90 dL,

/AP ~ ~~Lv pLq AP - o.ooo 668 01%25 d4 AP = 0.000 273 FcQ = 00co 191 pLB AP = 0.000 0340 d'p

aT Ifil

~.,

in M

cc he nid th-V

• Viscosity equivalents:

I_

T r

=

p Equation 3-4 V:

H -

Na

-L A Ni. E

oping, IC dif-9 t head otions;

_S

,f

• 446NN G'Z90 1111awl CHAPTER 3 -FOR.MULAS AND NOMOOLAPHS FOR FLOW THROUGH VALVES, FITTINGS, AND FIF2 CRANE 3-3 Summary 09 uia continuU cl

• Empirical formulas for the flow nf wfte.r fanm. nnd nnet

• Limitations of Darcy forrnulc Nmn-comprusslii. flow; liqvidss The Darcy formula may be used without restriction (or the flow of water, oil, and other liquids in pipe.

However, when extreme velocities occurring in pipe cause the downstream pressure to fall to the vapor pressure of the liquid, cavitation occurs and cal-culated flow rates are inaccurate.

V..

wb ANthough the rational method (using Darcy's for-mula) for solving flow problems has been recom-mended in this paper, some engineers prefer to use empirical formulas.

fLpdV Cemprisslble flowl as.e, snd vaporsi When pressure drop is less than Io% of Pi. use p or V based on either inlet or outlet conditions.

When pressure drop is greater than io% of Pi but less than 40% of Pi, use the average of p or V based on inlet and outlet conditions, or use Equa-tion 3-1o.

When pressure drop Is greater than 40'% of Pi, use the rational or empirical formulas given on this page for compressible flow, or use Equation 3-2o (for theory, see page z-q).

Haon and Williams formula flr flow of water:

Q = o.0.

.t r

3 c (1PEL-P2)°5.4 Equation 3-.

where:

c -

140 for new steel pipe c = 130 for new cast iron pipe c

1 1 0o for riveted pipe subveck formula for sBelm flow:

Equation 3.10 AP - 0.000oc 0363 (d d+3.6) W/2LV aP = 0.470 (d 3'6)

LV LW'V 9

• Isothermal flow of gas In pipe lines Equation 3.7 W -

144g Al (PIX (Pl!)2)

L + 2 log, PI. (

Pi, I

vi (f D PII)

I ! -

W 371 (P 1) Pi, (PI:)!)

7, L +% log, PIL

(

j D

P12 Spitrloas formula for low pressure gas:

IpresurWe los than one pomd gouge)

Equalion 3.11 Flowsing temperature is 60 F.

• Simplified compressible flow Equation 3.7.

for long pipe lines riction

)f the ed bv Ilue o Sl2

/f 44g A7 (PrO? -1 (P'e~)t w -

O.1072. ( d

) ( (pr

1) _(Prz)1) q'A = 114.2 (P;,

) d 0 Maximum (sonic) velocity of compressible fluids in pipe The maximum possible velocity of a compressible fluid in a pipe is equivalent to the speed of sound in the fluid; this Is expressed as:

Weymouth formula f.r With pressure gass:

5 0

-S, L.

') (' 'ZO)

P IP

zo q', -

-z8.o L

Equation 3J-2 Panhandle formvl' for natural gas pipe lines 6 to 24-tnch diameter and A, -

I5 x 10k) to (14 a 10'):

Equation 3.13 3 6.8E d2-Sl82(

(P'l)'

(P',),

where:

gas temperature - 6o F S, -

o.6 E -

flow efficiency E -

I.oo (soo%) for brand new pipe without any bends, elbows, valves, and change of pipe diameter or elevation E - °.95 for very good operating conditions E = o.gt for average operating conditions E -

o.85 for unusually unfavorable operating conditions

v. -

kART Vi, " qk,9144P'V

v. -

68.1 i k

Equatien 34 I

4.

9:1
*

CH"Ai'F~t 3 - FoVLAu AND NOMOGIAPHS FOR FLOW THROUGH VALVES, FITTWiNS, AND 9I C R A N E 3

3-4.

Summary of Fo ls continued (O 9 5o

• Head loss and pressure drop

• Resistance coelient, K, for sudden and gradual through valves and fittings enlargements in pipes Head loss through valves and fittings is generally given in terms of resistance coefficient K which Indicates static head loss through a valve in terms of "velocity head"' or. equivalent length in pipe diameters LID that will cause the same head loss as the valve.

From Darcy's formula, head loss through a pipe is:

3:

It, 6

45e, 1K - t.6 sin - (i --

)

2.

[t 450 < O Z 18e, f<;- (I -

X)

I -

=9

=3

=3 CRAI S Flo, (hL at q

q Eqw..O, 3417

'Equation 3-17.7 h 1 L v2 and head loss through a valve is:

hL=K 2s therefore:

K f L Equofion 3.5

• Resistance coefficient, K, for sudden and gradual contractions in pipes If.

-45.

X I

2 W

IV.

EqvoIion 3-14 EquaoDon 3-15

, K - C.S sin
O -

62) z If, 45' < e z 180".

F

/ Tsi n -'

C.5 O -

A2) 2

'Equol; 3-18 To eliminate needless duplication of formulas. the following are all given in terms of K. Whenever necessary, substitute (f L.'D) for (K).

KBQ 1

d 11 =-

d' q

^ 9d Eqvolioo 3.14

~~~KB 1 KW'IV

_NhL 0.001 270 ej

- 0.000 0403 d'

AP = o.ooo Io;8 Kpe = o.oBo ooo o300 KpV:

AP - 3 62 KWo 0.000 0 17 99 KdQP 6P o.ooo oo8 8 KWB/

AP - 0.000 000 7280 d

&EP o ooo 000 000 t0S (K'W TSs AP o.oc ooooooi 633 (q' p For comprcssible Bow with hx, or 4P greater than approxi-mately 10% of inlet absolute pressure, the denominator should be multiplied by Y'. For values of Y. see page A-21.

• Pressure drop and flow of liquids, using flow.coefficient fEquolioe 3-1u.7

• .\\ce: Thc values of the resistance coefficients (K) in equations 3-17. 3-17.1. 3-iS, and 3-18.1 are based on the velocity in the small pipe. To de-termine K values in terms of the greater diameter, divide the equations by 4.

• Discharge of fluid through valves, fittings, and pipe; Darcy's formula Llquid flow:

Equation 3-1S 3:

I:

Cow q',A qIA q.

q = 0-0438 C- \\,.1K=C.-5 sdl Q =

19.b5 cP ~ \\IT=36 d1\\fl~E W ~003p-~h o.5%5 dd\\(PP K

4-7A-A)'2(Q gp AP C-61L.4 Eqeiafoln 3.16 Compressible. flow:

6,~40 700 Yd' APTKPI%

Y, VAP PI qh

=

24 700 *~\\

K q'

678 YdP /

PI, N\\ KT1S -.I I

q,= 1.

Y IqT 1I S, I

U' 0.525 WI.

Lquuhoat 3 Q =C'. ~4AP 6.4 = 7.90oCvJfI'Z 412 -S,_/

~.37

= i89i Yd\\/yA

.20 p1 VI

.:R a

It It W

• Eq an h,

• Ch re fo K

w V -

-AP(6z`4

=

29.9 -

799d K 8t d4 Valucs of Y arc shown on page A-ll. For K. Y. and CaP determination, sec examples On pages 4.13 and 4-14.

.1 I..

Sub!

.Sub.

...KW a

p

AU Is

-6

..JL dual 2

.77 17.1 14' dual 1.11 t

18.1 s (K) t are o de-ieter@

3.1,

. P Pp 3.20 3pp KP1 74.

nd CHAPTIR ~

I 2-l FLOW ThAOUGHNALVES, FITTIN

¶*N PIPE CRANE 3-5 Summ Formulas -A

Icud, 0

orillces

• SIflc gravity of llaqulds tops Any liqvid:

• Flow throuah nozzles and e

[hL and AP measured across at I diameter and 05 diame Liquid:

Equation 3.25 lerJ lquotien 3.21

.Ap Q-ig.65 d!2C -hr, =z 3b di!`C N '

T -15 7.6 d? C ulhLP2 - i 89 di' C -&Pp Values of Care shown on page A-70

.*Mpr~ssiblo fl uids:

Equation 3.22 any liquid at 60 F.

\\

p (unless otherwis specified) p (water at bo F)

Oil:

Equation 3-2i S (6oF16ocF)-

4.

i31.5 s-Deg AP I Liquids lighter hean water:

Equation 3-27 S (S i0

)=140 S (eF/oF) 130 + Deg Baum6 Liquids heavier than waler:

Equat;on 3-.8 S (6b F/b6 F) =

145 145 - Deg Baumi c

6

4c 7CC Y dL2 CCi&P PT VT 1S, q A

24 7CC Y

8AP PI

= blS~

dl C~t T15 q = 678 Y di' C rA TS ;;

q 412 Y d,2C pp.

SI q'

Y d~ C I&P PI, q' = 6.87 S

qPPI S.

W -

0891 Ydt-C l.%

Values of C are shown on page A-Z0 Values of Y are shown on page A-21

• Equivalents of head loss and pressure drop Equofn'e 3.23 hL 144 Q P Ap hL p P

144

• Changes in resistance coefficient, K, required to compensate for different pipe 1. D.

K K (d.)'

Equation 3.24

~ d, (sea paeg A.30)

Subscript a refers to pipe in which valve will be installed.

Subscript b refers to pipc for which the rcsistance coefficient K was established.

• Specific gravity of gases S, =R (air) _

3.3 R (gas)

R (gas)

S M (gas)

M (gas)

M (air) 29 Equation 3-21

• General gas laws for perfect gases PT'V = w. RT Equalson 340 WP

=

144P Equation 341 7'

T RT R =

544 =

144 P Equation 3.32 Equation 3243 pV.

= n.MRT-n.a 1544 T We 1s4 4 T Equati;o 3 34 w,

p'M P'M 2.70 P'S P=

Vi T

1544 o1.72T T

where:

11< = w./M - number of mols of a gas

• Hydraulic radius' Equaltion 2.5 R

cross sectional f1ow area (sq. feet)

Ru wetted perimeter (feet)

Equivalent diameter relationship:

D = 4R~r d

48R,

• See page 1-4 for limicacions.

CHIAMA J-MAKpES Of It PSOSLEMS CRANE 4-16 Application of Hycraul dius to Flow Problems.

Example 4-2S...Rectongulor Dvct Given: A rectangular concrete overflow aqueduct, 24 feet -

high and i6.5 feet wide, has an absolute roughness (t) of o.o0 foot.

r1 I.

It:=2 Exor Givei unift dian foot.

I I

Find: The discharge rate in cubic feet per second when the liquid in the res;rvoir has reached the maximum height I=

indicated in the above skeetch.

perature of the water is bo F.

Solution:

Ir.AL h=L (K.c+Ka)

=-

Kt+

zgq q

Assume the average tern-A

0. 038d' I

h, I

'hi q -8. o 5A!

K. -i-K

5. R,=, i6.5x25)

=4.97 ft-

6.

Eouivalcnr diameter relationship:

D 4Rr-4X4.97-19.8................

page 3 s d-48Rt.=48x4.gc7=39.............

page 3.s dial for

.page 3-4

.D4s QX19qL

? a ~:_,

7.

Relative roughness, c/D - o.ooo5..pagc A-23 q-S=.oA

\\

R where; X, - resistance of entrance and exit fK, - resistance of aqueduct To determine the friction factor from the Moody diagram, an equivalent diameter four times the hydraulic radius is used; refer to page 3-5.

cross sectional flow area wected perimeter

8.

f - 0.017......

Jfull turbulent flow assumcd: page A-23 200

9.

q-S.o5xt~ xz6.s 1

+

tol o o

9.

.0 X 5 165

\\~

.5..

.017 X 1000-19.88 o=30 500 1o.

Calculate R.

and check, J-0o.oz7 for q= 3o soo efs flow.

3=

3=

rI.

I:.

As - I page A-6

.. page A-3 13,473 X 30 500 X6Z.371 3

b 000 004.970 r X1 R,si64 ooo ooo or i.64 x io I R - 473qP....

4.

Assuming a sharp edged entrance, K - o°-

...... page 3-2 14.

Y.

f -

0.017 for calculated R.; page A-24 Since the friction factor assumed in Step 8 and that determined in Step £4 are in agree-ment, the discharge flow will be 30 500 cfs.

.3::

2

!2.11 M 1.

M 93)

I

... page A-29 Assuming a sharp edged exit to atmosphere.

K - 1 o.

.......... page A-29 Then, resistance of entrance and exit, K.- o.5+ I.o0 I.S

6.

If the assumed friction factor and the friction factor based on the calculated Reynolds num-ber were not in reasonable agreement, the former should be adjusted and calculations repeated until reasonable agreement is reached.

I II

!ev- -

.: 1:

f. -,, --

. -L 1W --a

'IE.. ;,

17-JVZ3

.AML-

- "M 4

I It I

z1=3 I4 V=

C RAN E CHAPTER A - EXAMPLS OF FLOW PROBLE.S 4-17 Application of Hydrauli s to Flow Problems -

sntinued AE.

P:n P-n 1-rt1n.lv F O

lled

(

E9nnl 4_2.

-A-

...'.j P -

With Flowing Water Given: A cast iron pipc is two-thirds full of srca.y, uniform flowing x water (6c F).The pipe has an insi vc diameter of 24 inches and a slope of 3-nch per foot. Note the sketch that follows.

o. Tne cross sectional flow area equals:

A-"B-BC=22.6+vS.b+z75=3t;o:z in2

.A-B-C-2 -2.7.2. ft2

'44 S,

4X 32C.'

~~~%

5 '.

S, t_

w_

. hL-A/i =

h Z

- c..c625 ft per ft

13.

The ue-ted perimeter equals:

d (" IS.9 )

( 94) = 45.9 in.

14.=; S3 [t.

1,=;>a=.>

IS Find: The flow rate in gallons per minu:e.

Soluton:

I 9.65a.h'

1.

I~~'

JL

.c

, 0 r4

-age 3.5 age 3; SinmcC pip is flowing partially full aneic~n for D in Equ.ation i(sce pat-c i-4..

D=4 R,,.,

4R,

h R

2.

! ig.6!)

d'aj.

.j.

z:cuivakenr Jiamcccr d-.4SR11......

pag 3-5 d-48(04C.5c-27.8

j.

RI.,= cross sectional flow area w tced perimeter i6. Ralutivc roughness

=

.cc 3..

page A-23

,*-,umnmn.

fullv turbu-

17.

c.Cs 5T krit flw: pi.oc \\-23

,¢Q

=

,PM -S\\_,

,.Q=:;9.3-c

!cc6xcm rg.

C4liculztc the Revnolds number to check the

• ..ction factor assumcd in Step 17.

P.L; ->

e A-6 A-3

A-24

ep 8 gree-fs.

ction rme unttA Z:

=0 0

P:9

=;S R

43qp

.c4Q.p Depth of flowing water cquuls:

(2 (4) -

i 6 in.

3

6.

Cos f =4 =4-c.3;;

e -

7c' 3 z.'

CC.~'-

-03

-I

'S 9-7 7-A4rea C _-r d Ft S c-(z x 1 g.4, ;]

Area C - Li. 4 (

3b9 J_

.8.

b-r v i2

- it) -

1i.31 in.

9.

Arca A - Area B - 01' (4 b) -!'4 x i.;

Area A or B -

,0inn

20.

p -

2.3;71 V2.

a I.a

.. lpgc A-6 I.

R-Ci4Xz4 SCOX6:217!

R,= 2 5zc cc= or z.52x 10

23.

'.~

ic I55

.......I..pzic A.24

-4. Since the friction factor assumed in Step 17 and that determined in Step 23 are in agree-ment, the flow rate will be 24 500 gpm.

25.

If the assumed friction factor and the friction factor based on the calculated Revnolds num-ber were not in reasonable agreement, the former should be adjusted and calculations repeated until reasonable agreement is reached.

=-

u

Nature of Flow in Pipelt 0 1 frTan nt\\

u s_,

A _ _ _ J. _

-:y*,,..:

Figure 1-1 Laminer Flow Actual photograph of colored Alaments being carried along undisturbed by a stream of water.

-1".--

s Fi9*.r. 1.3 Turbulent flow This illustration sisow the turbMeenc.

i atfeam completely dperuing I-i.

Colo, filaments a short distance downstream fr the paint of inject

n.

Figure 1-2 Flow Is Critical Z4ne, Betwoen Leniner end Tteimillen Zones Al the Critical velocity, the Mlomentns begin to break up, indicating fLow is becoming turbulent.

IE

,Z 7'.

the red am ds at ds of of n-tic is-A simple experiment (illustrated above) will readily show there are two entirely different types of flow in pipe. The experiment consists of injecting small streams of a colored fluid into a liquid flowing in a glass pipe and observing the behavior of these colore'd s-reams at. different sections downstream from their points of injection.

If the discharge or average velocity is small, the

.-'streaks of colored fluid flow in straight lines, as shown in Figure 1-1. As the flow rate is gradually increased, these streaks will continue to flow in straight lines until a velocity is reached when the streaks will waver and suddenly break into diffused

_ftterns, as shown in Figure 1-2.

The velocity at ich this occurs is called the "critical velocity".

W velocities higher than "critical", the filaments are dispersed at random throughout the main body of dIle fluid,.as shown in Figure 1-3.

TJe type of flow which exists at velocities lower thai "critical" is known as laminar flow and, some-tim;s, as viscous or streamline flow.

Flow of this nature is characterized by the gliding of concentric cylindrical layers past one another in orderly fash-ion. Velocity of the fluid is at its maximum at the pipe axis and decreases sharply to zero at the wall.

At velocities greater than "critical', the flow is tur-bulent.

In turbulent flow, there is an irregular random motion of fluid particles in directions trans-verse to the direction of the main flow. The velocity distribution in turbulent flow is more uniform across the pipe diameter than in laminar flow. Even though a turbulent motion' exists throughout the greater portion of the pipe diameter, there is always a thin layer of fluid at the pipe wall....

known as the "boundary layer" or "laminar sub-layer"....

which is moving in laminar flow.

Mean velocity of flow: The term "velocity", unless otherwise stated, refers to the mean, or average, velocity at a given cross section, as determined by

_e continuity equation for steady state flow:

Reynolds number: The work of Osborne Reynoli has shown that the n'ature of flow in pipe.... th.

is, whether it is laminar or turbulent....

depen, on the pipe diameter, the density and viscosity the flowing fluid, and the velocity of flow.

Ti numerical value of a dimensionless combination these four variables, known as the Reynolds nur ber, may be considered to be the ratio of the dynam forces of mass flow to the shear stress due to vi cosity. Reynolds number is:

RsoD lquatw;n 1-2 (other forms of this equation: page 3-2.)

For engineering purposes, flow in pipes is usually considered to be laminar if the Reynolds number is less than 2000, and turbulent if the Reynolds number is greater than 4000. Betw'een these two values lies the "critical zone" where the flou..... being laminar, turbulent, or in the process of change, depending upon many possible varying conditions.... is unpredictable. Careful experimentation has shown that the laminar zone mav be made to terminate at a Reynolds number as low as 1200 or extended as high as 40.000, but these conditions are not expected to be reali:ed in ordinary practice.

Hydraulic radius: Occasionally a conduit of non-circular cross section is encountered.

In calculating the Reynolds number for this condition, the equiva-lent diameter (four times the hydraulic radius) is sub-stituted for the circular diameter.

Use friction factors given on pages A-24 and A-25.

cross sectional flow area RN-wetted perimeter This applies to any ordinary conduit (circular con-duit not flowing full, oval, square or rectangular)

'but not to extremely narrow shapes such as annular or elongated openings, where width is small relative to length. In such cases, the hydraulic radius is approximately equal to one-half the width of the passage.

To determine quantity of flow in following formula:

I 2q1 The Bet applicat the flow any part L

39 a9 a9

..9.

- j_

V q

I VA v-A 7F A

=-

1qurat;n 1.1 (For nomenclature, see page preceding Chapter 1)

"Reasonable" velocities for use in design work given on pages 3-6 and 3-16.

q -

C.C43Bd-.

tile value ol a-is L of actual flow area

!r

2 3

a :
I-

..J I

__a, MIMI'

Calculation WBNOSG4091 MAXIMUM CONTAINMENT WATER LEVEL From:

Jordan, Gary T.

Sent:

Monday, December 03, 2001 10:14 AM To:

Lund, John F.

Subject:

RE: Ice Mass

John, We weigh our ice baskets during each RFO. During each RFO, we perform a 100% as-found weighing and then service any basket below our established administrative limit on net ice weight.

The baskets that we service, we re-weigh to establish an as-left net ice weight. Any basket that we don't service, we assume maintains the as-found ice weight. All of these weights are documented in the MI-61.06 data package that is maintained in the vault. I also keep all ice weights in my ICEMAN program plus I maintain an Excel spreadsheet that allows me to cut the ice bed in any number of different looks to see just what's going on at any point. The number provided to you is based upon the as-left net ice weight of all baskets (either re-weighed or assumed) and totaled by the Excel spreadsheet. That number for total as-left ice mass at the conclusion of RFO2 was 2.78E6 pounds and does not credit any ice weight maintained in 14 baskets that were unweighable in either the as-found or as-left condition. These 14 baskets could provide you with approximately another 21,000 pounds (assuming 1500/basket). Final assumed as-left net ice weight in the Ice Condenser at the conclusion of RFO2 would have been approximately 2.8E6 pounds.

If you need anything else on this, please let me know and well discuss.

Thanks.

Qnrq.7

=7ordna NSSS System Engineer System 61 - Ice Condenser System 84 - Flood Mode Boration EQB-1F, Watts Bar Nuclear Plant Phone: (423) 365-1454 Pager: (Onsite) 450, then 40607 (Offsite) (800) 323-4853, then 40607 Fax:

(423) 365-7845 E-mail: gtjordangtva.gov

---Original Message---

From:

Lund, John F.

Sent:

Friday, November 30, 2001 2:57 PM To:

Jordan, Gary T.

Subject:

Ice Mass

Gary, When I discussed this subject with you earlier this year, I got information that said the ice mass was 2,781,373 Ibm as of Apr 1999. Could you provide me a reference for this information?

John