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) T71 020 1 0 2 8 0 0 Calcitle: MAXIMUM CONTAINMENT WATER LEVEL Z&Ij= IDP L M PLANT BRANCH NUMBER CUR REVNEW 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 El DELETE 0 l SUPERSEDE 0 CCRIS UPDATE ONLY  : (For calc revision, CCRIS REVISION la RENAME C1 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 Noo0 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 Cwhich 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.

Page 1 of 1 NEDP.2.2 (12.04.2000]

40709 [1[12-2000]

WA 40709 TVA 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 .JF 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.

-Inaddition, 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 -waterwas 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 DW 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 Lower Level Alarm Divider Plate Figure C-2 CCS Surge Tank, Outline Volume of CCS Surge Tankl outside diameter = 12 ft Ref. 45 outside diameter = 144 inches Ref. 45 wall thickess = 5116 inches Ref. 45 inside diameter = 143.375 inches inside radius = 71.688 inches inside surface area = 16144.951 sq inches inside surface area = 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 DW Posey Appendix C Flow Resulting From CCS and ERCW Line Breaks (continued) volume = 112.118 cu feet/foot of height volume = 838.699 gallons/foot of height Low level alann elevation = 769.08 feet Ref. 46 At height above lower tap 75 inches Ref. 46 Top of divider plate = 71.81 inches Ref. 45 Height of water above the divider plate = 3. 19 inches Volume above divider plate c 222.954 gallons (below low level alarm)

Volume below divider plate = 2509.4 gallons plus 790.5 gallons Ref. 45 Volume below divider plate = 3299.9 gallons High level elevation 770.875 feet Height from Low to High level alarms 1.795 feet Volume from Low to High level alarms = 1505.464 gallons Total Volume of Water to be drained from the A Train side of the Surge Tank (assuming no make-up) = 5028.318 gallons Flow out of break CCS line break equals 40gpm Ref. 43 Time to drain from high level to low level alarm = 37.64 minutes Time to drain remainder of water, assuming no make-up = 88.07 minutes 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 Page 95 WBNOSG4091,. Rev. 9 Flow Resutting From Prepared by J. F. Lund WATTS BAR NUCLEAR PLANT, UNIT I CCS and ERCW Line Breaks Checked by D. W. Posey INPUT DATA Volume Volume Density cr References each each water min max bmbcu n Reactor Conulant System Spillage 413.000 413.0S0 Itim Destgn Input Item D Cod Leg Accumulators 1,005 1.095 cu ftat 100(F) 61.990051 Ret 12. Table 7 Rerue~ng Water Storage Tark Tobl Volume 370.000 380.0D0 Catons at 6rJ(F) 62.373587 Rd. 12. Table 9 Rerueling Water Storage Tank Unused Vrlume

0. D. = 43.5 n1 Ret. 60 wt= 5S16 Irnches Re. 60 blto lev= 31.2 incies lee Condrenser (Required) 2.403.800 2.900.0W Ibm Ref. 14, Section 3.2.19.3 CALCULATION OF ALLOWABLE CCS/ERRCW FLCWN INTO CONTAIN4MENT Cormponent Mass Mass Density Volume Volume Volume Volume Ouaitlily Volume Volume Volume Maximum Mlnimum Ibm Itim Ibrmictu t e3ch each each each total each percalc Difference DIfference min Max ou I cult gal gal gal gal gal gal gal mhi max mrn max mrin max 190 (F)

Reacthr Coodant Systaem 41:1.rX) 413.010 60.34302332 6.844 6,844 51.198 51.108 I 51.198 51,198 51,200 2 2 tIm Kim Iti'ou n culn cul gallons galtnns ruki LteY Accumulators rD.:1f9 f,1.K r9o.34302332 1,033 1.125 7,724 8,4111 4 3Q0807 2:8.664 40.400 9.503 6.734 lbin lieu tbm/ct'uI CUf cu ft gAx galaris .

Relueoina Water Storare I ark 1tal Volame. 370.000 2tv1,OJ)o Refkueling Waler Storage Tank Unimed Vulinno

0. D. - 41.5 nl vt = 511i tidw%

I.n.= 43.45 It HeIght = 31.2 .run:It = 2.6z0 feet e

Volun c 3.8'5 tu It 3,855 28.826 28.836 RWST Volume rransferred at lli I' 341.164 :5f 11G4 cu It VWSTVdfunne Tianslerrel at an r 2.844.n73 2.021.104 Rin RWST TransfeRred at 190 F 2.P44.G133 7.92Dp.S54 txJ.:14:12332 47.142 49,523 352.044 3H7'.Ill I 352.644 362.981 3890.0n1 27.356 17,019 Itn Iltim Itlfl*U It cif n Cu ft gallns q:illntr; lee Condenser (Required) 2.4U3.8Lt 2.!Xl(i,1101 (13034302332 39.83f 48,059 297,991 351) 03 1 297.991 359.503 372,000 74,009 12A97 Ibrn lbhe t1en/cuIt ult cu It gallons gallons

?7817.313 Ibm as ofApr 1999 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 PagjF Ariffed by Revmioin 9 hours1.041667e-4 days <br />0.0025 hours <br />1.488095e-5 weeks <br />3.4245e-6 months <br /> to reach equilibrium flood elevation 48.63 15.90

Page 96 calcnnie: MAXIMUM CONTAINMENT WATER LEVEL WWBN Unit 11

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

. R.EV _*2_.-----.........

prepared Y£ X J_ _Lund......___. _

CALC ID CN t

,WBN lNTB WBNOSG4091 'R09

~~______.

, checked

.D W Posey

_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

_ .. _-_ .1 ..

5 3

• jTA U- ,J6 W ADnBISTLW0U 0? WAtXOW D0EtS SSP-9 .A Revision 2 page 25 of 33 APPENDIX J Page 2 of 8 NAk lp:8l .

W=IOt" DAA REQUEST FORM (EXample)

I Pase 1 of +

Waflcdown Identification No0. WLAO - 0 5 6 0 7 1- IS Walkdowu Title /A.s- L f  : , 0r Fc V.i4 of- , fR r'g.JT'q"'r'r SU)". ytoe'/ .4 LI4- ,

k V -17LJf7°-1 Walcdown. Initiating Doc=ent W50-C)Sf 1 41",7ie Affected Doczent3 (Attach if Requi:ed)

( '17 vJz1 Estimated WaIAdovu MAnhours . +0 PWL Code J T WajcdorL J RIG 70 M - _ _ _ _ _ _ _ __0 _ _ oL,,WR Location. Unit & Bldg Zlev. Az-4-utith/Col. lines Room/Area Walcdown Scope ciA- I ~

• WiJJ~*,w~ jp~-rA

. .~~~~~~~~~~~~~~~~~~.

• Od~~

~~~iI~~a~vj 4/ 1 i

i

.

• 4. st LJ1AJt / 4 ,L C/r,,> LA t zts i Cr4-A, LA4-V A s rt4AJ pi 1@ue tow/;/7 7dt0 toL7/6 t O 8 As w I

,>~~~_j~ fbl O{- org 4 O.?/

i Data Tolerance Reqnirements FJJ U -

• ID bJI rex*~cx-u t1~tt C-v-. v~Jdi ji'f - LAJ$-JLJ L&b- 4 6 Vdw '7C)ZA o-Jd '7Z-.

TJ,A 1e e) §ud(,-ir / 4hLIh- / i27f D/

y/Za/9t2 Data Requefter (Print) Date Tel. NO. crvisor S ignature D-~at e I

wss- ..&4

! dS WEN AJ3MPhsTRA~oN OF wALZDOWK DafomtHNs SSP-9 es kevision 2

,P age 29 of 33

.LPPENMZX J ;At. tqt ttq Page 6 of 8 WALKJJOW~i DOCU1MO1TAIIOI? FORM CEyample)

I-?age t-of '1 I

Walkdovn Identification -o. WE.')- C)S 61 -07/ - / 5 C, Actu'al Waflcdown Manhours " /

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. 3" pipe x 9'-0 1/2" 1g. (CVCS)

2. 4" pipe x 9 '-1 1/2" 1g. (CVCS)

3. 3" pipe x 9'-0 1/21" 1g. (CCS)

4. 3" pipe x 9'-0 1/211 1g. (CCS)

5. 6" pipe x 9'-0 1/2" 1g. (CCS)

6. 6" pipe x 9'-0 1/2" 1g. (CCS)

7. 6" pipe x 12'-9 1/2" 1g. (CCS)

8. 6" pipe x 14'-10"1 1g. (CCS)

9. 4" pipe x 10'-10" 1g. (S.G. BLOWDOWN)

10. 4" pipe x 17'-4 1/2" lg. (S.G. BLOWDOWN)

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

12. 3 " conduit x 11'-31" 1g. (PLC-1072A)

13. Junction box - 6" x 6" x 6" (1-JB-293-392A)

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

-tjpts 'R= i Data Taker (Print)

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

Data Taker Signature Date GFoGF JA [\Egepk( A.'. M Dar-4e-

]Fa-t Data Verifier (Print) Data Verifier Signature

'4$ fflG9tQPfl WBr ADZhISRA~0N OF WALXOWfl- DOCUDI~TS SSP-9 .A Revision 2 Page 29 of 3S A.PPMYIIX J Page 6 of 8 WALKDOWN DOCUMOTLTAIIOK FORM (Example)

Walkdovn. Identification Nto. (A.)A) - OS6')1 -07/ -/ Sc., I Page 3 of t Actual Waflcrdown M1anhou~rs t7 0 Wallcdown Docu~mentation This following is a itemized list of items found inside crane wall from az 0° to az 15° and from el. 702.78' to el.

708.78'. Piping and conduits in this area <2 1/2" were not identified.

1. 3" Pipe x 5'-6" 1g. (Station Drain)

2. 3" Pipe x 10'-6" 1g. (WDS)

3. 4" Pipe x 10'-6" 1g. (Fire Protection)

4. 4" Pipe x 5'-0" 1g. (WDS)

5. 8" Pipe x 1'-3" 1g. (HVAC Support)

6. Junction k)ox - 6" x 4" x 4" (1-JB-293-1025)

7. Junction Ibox - 6" x 6" x 6" (1-JB-293-798)

8. Junction Ibox - 12" x 14" x 6" (1-JB-293-585)

9. TS 3" x 3' X 6'-6" 1g. (Pipe Support - ERCW)

10. TS 4" x 4'Ix 3'-61' 1g. (Platform Support)

11. TS 4" x 4 x 6-0" 1g. (Pipe Support - ERCW)

D ~aTa er ( Prt l (-

Data Taker (Print)

(0-uj-p-L Data Taker Sigiiature

/ a -l-1.

Date GEOFGi M . NAGepecoj A f+/-~td~gM g A,&~y Data Verifier (Print) Data Verifier Signature Date

WBE ADI!UrSTRArION OF WAIZOOWN DOCUMFI~S SSP-9 .A Revision 2 Page 30 of 33 APPEflTIX J Page 7 of 8 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 Elev. Sleeve Pipe Qty (ft.) Size Size Acc. Rm. 1 716.3 4"1 1" 1 cc. Rm. 2 716. 3 4" 1 7/ V-Si it/

I Ach. Rm. 3 716.3 41' 1" 1 Acc. Rm. 3 718.5 8" Empty Acc. Rm. 4 716.3 4" 1" Acc. Rm. 4 717.0 4" 1 - 3/8" I tube Acc. Rm. 4 718.0 24" I *1S Acc. Rm. 4 718.5 8" 2 - 3/8" 1 tubes Acc. Rm. 4 721.0 18" 2 - 3/8" 1 tubes Excess 721.0 4" Empty 1 Letdown Hx.

Excess Bot. el. 1.66' x Empty I Letdown Hx. 716.0' 1.5' Note: There were no openings in Cooling Rm. 1 & 2.

't/

7. P 5Y1/104 .l I-/ I -~

k~l1F~ GL.

I lQ- (- I, Data Taker (Print) / Data Taker Signature ( Date Ceog6$14F$4j AZL4nv j I2/3/9Z Cv909G15 M. HEFLFZC>A Data Verifier (Print) Data Verifier Signature

• Date

SAN-DFO&WN O A IS.N F CR I A.6 .APPINDIX A-PSILP 7S A-PHTSICL PROPERTIES OfFLIUIDS AND FLOWCHAAtlISTlCS Of VALVES, FITTINGS, ANiD ripq% C R A N E -2 CRA Physical.- Properties 0 ater '

a =-;:31 Temperature of water Saturation Pressure Specific Volume

• Weight D nsity Weight I1 C..

Pounds per Degrces Squarc Inch Cubic Fcct Pounds per Pounds Fahrcnheit Absolutc Per Pound Cubic Foot Pcr Gallon " 1-; A -C I. . .

!:V A cr I A ,ltl _~Al I _

11 F . U.UDOo7 I I, 41 Al A I 8.3436 40 0.12163 0.016019 62.426 8.3451 0.17796 0.016023 62.410 8.3430 60 0.25611 0.016033 62.371 8.3378 70 0.36292 0.016050 62.305 8.3290

-7 f'-

IC 80 0.50683 0.016072- 62.220 8.3176 90 0.69813 0.016099 62.116 8.3037 I 100 0.94924 0.016130 61.996 8.2877 C 110 1.2750 0.016165 61.862 8.2698 120 1.6927 0.016204 61.7132 8.2498 I.

130 2.2230 0.016247 61.550 8.2280 140 2.8892 0.016293 61.376 8.2048 150 . 3.7184 0.016343 61.188 8.1797.

160 4.7414 0.016395 60.994 8.1537 170 5.9926 0.016451 60.787 8.1260 180 7.5110 0.016510 60.569 8.0969 190 9.340 0.016572 60.343 8.0667 "z3 200 11.526 0.016637 60.107 8.0351 C:H 210 14.123 0.016705 59.862 8.0024 212 14.696 0.016719 59.812 7.9957 220 17.1E6 0.016775 59.613 7.9690

= J 240 24.968 0.016926 59.081 7.8979 260 35.427 0.017089 58.517 7.8226 280 49.200 0.017264 57.924 7.7433 300 . 67.005 0.01745 57.307 7.6608 350 134.604 0.01799 55.586 7.4308 400 247.259 0 01864 53.648 7.1717 450 422.55 0.01943 51.467 6.8801 500 680.86 0.02043 4B.948 6.5433 Exat

1 or a, 550 1045.43 0.02176 45.956 6.1434 Spec; 600 1543.2 0.02364 42.301 5.6548 650 2208.4 0.02674 37.397 4.9993 700 _ 3094.3 0.03662 27.307 3.6505 r l -

e==

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

Br.

All data on volume and pressure are abstracted from ASME Steam Tables (1967), with permission of publisher, The American Society of B3u Ca Mechanical Engineers, 345 East 47th Street, NewYork, N.Y. 10017.

• Di Fu FL FL Ft:

I

_ 1 _ _.

I I *I LANE -_

"~ 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 IF II ?  ? I §I AD O. Zst2, dors I.I I* I ---T-*T-I r L m

)lOCily 3

-. 05

.612 =

.631 ner

.635 =

.658

.670 r -.03

.685 I

.693

.705 -. G25

.718 @

.71Z

.718 I 0)

.718 W

. .a

-.C1 4

.oaa:-- *2-1 Ca .00 tors ocity

-.012

.588 :2

.606

.622

-.009

.639 I5

.649

.671 A -.00O

.685

.695 I1

.702 I1 ,VUVUUIJ 1 2 3 4 5 EI 8 10 20 30 4(0 5060 80 100 200 300

.710 Pipe Diameter, in Inches -d

.710

.710 Data extracted (r;om riction Facaors for Pipe Flow by L.F. Problem: Determine absolute and relative roughness, and friction fac-

.Moody, sAith pcrmission of the tor, for fully turbulent flow in to-inch cast iron pipe (I.D. = io.tb').

publisher. The Amcrican Sod-ctv or Mcchanical Engincern. Solution: Absolute roughness (e) = o.ooo,85.....Relative roughness 21 Wmst 39ch Strcct. New York. (t:D) = o.oo i..... Friction factor at fully turbulent flow (J) = o.oiq6.

_l - __ __

I-ANE. *.. CRANE APPENDIX A-PHYSICAL PROPEXtTIES QF FWS AND FLOW CHARACTERISTICSF VALVES',,INGS. AND PIPE A-29

. V_ 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 STANDARD ELBOWS Straight-Way 3-Way 90' 45' 11 View X-X K - 3 ofr K- i6Jr I~~~~~~~~~~~~~~~

If: gw, IIf: _x, If: _

K, -iS f.r Kt - 30 fr K,1 - 90 fr STANDARD TEES If: < ... X.K 2 - Formula 6 city Xz ift L

MITRE BENDS Flow thru run ....... K - zofr

.I II, 4 f71 Flow thru branch .... K - 6o fr I00 afrI 60' 25 ft . , .,

_... . . ;I E.NT... N ...... -..

7.9 AO fr 9' 60 fr PIPE ENTRANCE 900 PIPE BENDS AND FLANGED OR BUTT-WELDING 900 ELBOWS Ga1 1

Inward Flush rId K I, Id J Projecting 1 20 f 10 30Fr _/d K 2 12 f, 12 34 f, o.o0- 0.5 38 3 12 f, 14 fr . 0.02 -I0.28 6

0.04 - 0.24 6 17 fr 1a A fr 0.06 0.15 la 6 t 8 24 fr 20 S0 t 0.10 0.09 0.1 S & up 0.04 En The resistance coefficient, K., for pipe bends other 'Sharp-edged For K.

I than 90° may be determined as follows:

see table

.. ;v  :

KB . (n- o)z5 rfr-f + C)K K n = numbcr ot 90' bends K- rcsistancc coeffcient for one 90 bend (per table)

PIPE EXIT 3 CLOSE PATTERN RETURN BENDS Projecting Sharp-Edged Rounded I

i K - 50fr K- i.o 10 K_- .o I'

2_ ~~CHiAPTER 2 3 - FORMULAS AND NOMOGIAflt FOOL FLOW FirINSCR ___________ AN E CRAN A Surmag"6tformuas W :E To eliminate needless duplication, for rmulas have

• Head loss and ressure drop

• Limi been written in terms of either specific -olumrnc v In straight pipe: Non-or weight density p, but not in terms olrboth. since Pressure loss due to flow is the same in a sloping, A TheD.

one is the reciprocal of the other. vertical, or horizontal pipe. However, the dif- for the V I ference in pressure due to the difference in head Howec pg- P = . must be considered in pressure drop calculations: cause 1 see page 1-5. pressu These equations may be substituted in any of the Equatiwn 345 culaLel formulas shown in this paper whenever necessary. lorey's forn'vt.:

Corin hL - fJ D 21 L =0183fl 0.86 When V bas hL = 6t6o fLe = 00 LQ1 f-Qr When

• Bernoulli's theorem: - Eqwation 3.1 less t1 based hL - 0.01 5 24 O= 40003 d, tion 3 When tPI v1g . .l44J2 2g AP 0.00 294 .d

.0o0cc=3 59 dpV the re

= P = S page d d (for tl

• Mean velocity of flow in pipe:

AP 43 sJLpqw _ o.Gcc 6 fLdQ2 I (Continuity Equation) Eqau ion 3-2

• Iso AP = 0.000 55 = 0.000 003 36JLWV in I r -A = 1833 1 0P o408 Q

AP - o O.o 007 6 tLT(q%)S, ra 0.iB - I S3.3 dI'T c.59 -

AP - o._0o o0c 019 59 fL(q')!S,2 t = 0.00o 44 -piT = 0.003 89 d~p We I For ,semplfied conmpts.bJW Ru;d formulca r.e po;e 3.22

\' = .A40 = 3.06

• Sir o.c865 q 5 T 0.7.33 qhS for

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

For laminar flow conditions (R, < 2000). the friction

• Reynolds number factor is a direct mathematical function of the of flow in'pipe: lqvwf;on 3W Reynolds number only, and can be expressed by R..Drp Dro diz' the formula: 64,/R,. Substituting this value of Ali p, 123.9 - f in the Darcy formula, it can be rewritten: U Eqaation 34 R'-% 7°°00q 473qp 5 Q-6 QP AL- o.og6z LT

-in R,= R. 6.31 6.32W' T = 0.451 q As, -d- = 354 BP dP h, = 27.65 dq = 0-0393 dt'p R,

t2 v,'

dv 2^2' =

dv r1 h, A,. 0.075 Lf3

= 0C275 dip LB= 0.004 90 pLW dL, XI M cc

/AP~ ~~Lv pLq -V: :aT he Ifil nid R, = 1 4I9 °°°01 - q = 31633Ib.dQ 394 AP - o.ooo 668 -, , 01%25 d4 vd

j: ~., in th-AP = 0.000273 FcQ = 00co 191 pLB V

• Viscosity equivalents: Equation 3-4 V.

r = p I_ T AP = 0.000 0340 d'p 1-k V:

9:1"'I H-

- Na _ - -L A Ni...E ,_ CRANE

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

• Limitations of Darcy forrnulccl

• Empirical formulas for the flow nf wfte.r

_, --.. , ..fanm. _-. nnet nnd V..wb Nmn-comprusslii. flow; liqvidss oping, The Darcy formula may be used without restriction ANthough the rational method (using Darcy's for-IC dif- 9 (or the flow of water, oil, and other liquids in pipe. mula) for solving flow problems has been recom-t head However, when extreme velocities occurring in pipe mended in this paper, some engineers prefer to use otions; cause the downstream pressure to fall to the vapor empirical formulas.

pressure of the liquid, cavitation occurs and cal-

_S ,f culated flow rates are inaccurate.

Haon and Williams Cemprisslble flowl sndas.e, vaporsi formula flr flow of water: Equation 3-.

When pressure drop is less than Io% of Pi. use p or V based on either inlet or outlet conditions. Q = o.0. r .t 3 c (1PEL- P2)°5.4 When pressure drop is greater than io% of Pi but where:

less than 40% of Pi, use the average of p or V c - 140 for new steel pipe based on inlet and outlet conditions, or use Equa- c = 130 for new cast iron pipe tion 3-1o.

c 110ofor riveted pipe When pressure drop Is greater than 40'% of Pi, use fLpdV the rational or empirical formulas given on this page for compressible flow, or use Equation 3-2o subveck formula (for theory, see page z-q). for sBelm flow: Equation 3.10

• Isothermal flow of gas AP - 0.000oc 0363 (d d+ .6) 3 W/2LV LW'V 9 Equation 3.7 In pipe lines aP = 0.470 (d 3'6) LV W - 144g Al (PIX - (Pl!)2)

L + 2 log, PI. ( Pi, I vi (f D PII) Spitrloas formula for low pressure gas:

IpresurWe los than one pomd gouge) Equalion 3.11 I !-

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

7, L +%log, PIL ( j D P12 Flowsing temperature is 60 F.

• Simplified compressible flow Equation 3.7.

for long pipe lines Weymouth formula riction /f 44g A7 (PrO? -1 (P'e~)t f.r With pressure gass: Equation 3J-2

)f the ed bv 5 0

-S, L. ') (' 'ZO)

Ilue o Sl2 q', - -z8.o P ' - IP L

zo w - O.1072. ( d ) ( (pr 1

) _(Prz)1)

Panhandle formvl' for natural gas pipe lines 6 to 24-tnch diameter and A, - I5 x 10k) to (14 a 10'): Equation 3.13 q'A = 114.2 (P;, _ )d

- 3 6.8E d2-Sl82( (P'l)' (P',),

0 Maximum (sonic) velocity of where: gas temperature - 6o F compressible fluids in pipe S, - o.6 The maximum possible velocity of a compressible E - flow efficiency fluid in a pipe is equivalent to the speed of sound E - I.oo (soo%) for brand new pipe without in the fluid; this Is expressed as: any bends, elbows, valves, and change

v. - kART of pipe diameter or elevation Equatien 34 E - °.95 for very good operating conditions Vi, " qk,9144P'V E = o.gt for average operating conditions I

E - o.85 for unusually unfavorable

v. - 68.1 i k operating conditions 4.

. 9:1*

3-4. CH"Ai'F~t 3 - FoVLAu AND NOMOGIAPHS FOR FLOW THROUGH VALVES, FITTWiNS, AND 9I ' CRANE 3 CRAI

• Summary of Fo ls - continued (O 9 5o

• Head loss and pressure drop

• Resistance coelient, K, for sudden and gradual I - S Flo, through valves and fittings enlargements in pipes (hL Head loss through valves and fittings is generally at It, 6 45e, given in terms of resistance coefficient K which Indicates static head loss through a valve in terms 1K - t.6 sin -2. (i -- ) Eqw..O,3417 q

of "velocity head"' or. equivalent length in pipe 3:

diameters LID that will cause the same head loss q

as the valve. [t 450 < O Z 18e, f<;- (I - X)

'Equation 3-17.7

=9 From Darcy's formula, head loss through a pipe is:

h 1 L v2 Equofion 3.5

• Resistance coefficient, K, for sudden and gradual contractions in pipes X =3 W and head loss through a valve is: IV.

If. -45 . I =3 hL=K 2s EqvoIion 3-14

,K - C.S sin z O - 62) 'Equol; 3-18 therefore: K f L EquaoDon 3-15 2 Cow If, 45' < e z 180". q',A To eliminate needless duplication of formulas. the F / Tsi n -'

following are all given in terms of K. Whenever C.5 . O - A2) fEquolioe3-1u .7 2 qIA necessary, substitute (f L.'D) for (K).

11 =-_ ____d' q KBQ'^ 9dd 1

Eqvolioo 3.14 *.\ce:Thc values of the resistance coefficients (K) 3:

in equations 3-17. 3-17.1. 3-iS, and 3-18.1 are I:

• ~~~KB 1 KW'IV based on the velocity in the small pipe. To de-

_NhL- 0.001 270 ej - 0.000 0403 d' termine K values in terms of the greater diameter, divide the equations by 4. q.

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

AP - 3 62 KWo - 0.000 0 17 99 KdQP

• Discharge of fluid through valves, 6P o.ooooo8 8 KWB/ fittings, and pipe; Darcy's formula Llquid flow: Equation 3-1S AP - 0.000 000 7280 d q = 0-0438 C- \,.1K=C.-5 sdl W

&EP o ooo 000 000 t0S (K'W TSs Q = 19 .b5 cP ~\IT=36 d1\fl~E

.:R W ~003p-~h AP o.oc ooooooi 633 (q' p o.5%5 K

dd\(PP 4-7A-a For comprcssible Bow with hx, or 4P greater than approxi-mately 10% of inlet absolute pressure, the denominator

• Eq should be multiplied by Y'. For values of Y. see page A-21. an Compressible. flow: _____

6,~40 700 Yd' APTKPI% Lquuhoat 3.20 h,

• Pressure drop and flow of liquids, using flow.coefficient Y, VAP PI qh = 24 700 *~\ K Eqeiafoln 3.16 A)'2(QC- gp61L.4 AP q' 678 YdP N\ / KT PI, p1

• Ch 1 S-.

I I412 -S,_/ ,

It re Q =C'.~4AP 6.4 = 7 .90oCvJfI'Z fo q,= 1. Y IqT 1I S, I ~.37 -- It w V - -AP(6z`4 = 29.9 - 799d K U' 0.525 & & WI. = i89i Yd\/yA VI Sub!

K 8t d4 Valucs of Y arc shown on page A-ll. For K. Y. and .Sub.

CaP determination, sec examples On pages 4.13 and 4-14. ...KW

.1 I ..

a p

- - AUIs ..JL

-6 -

. . CRANE 2- ~

CHAPTIR I l FLOW ThAOUGHNALVES, FITTIN ¶*N

, PIPE 3-5 Summ Formulas -A Icud, 0 dual 2

• Flow throuah nozzles and eorillces

• SIflc gravity of llaqulds

[hL and AP measured across tops Any liqvid:

Equation 3.25 at I diameter and 05 diame lerJ any liquid at 60 F. \

Liquid: lquotien 3.21 p (unless otherwis specified)

.77 p (water at bo F)

Oil: Equation 3-2i

.Ap 17.1 S (6oF16ocF)- 4.

i31.5s-Deg AP I Q- ig.65 d!2C -hr, =z 3 b di!`CN' 14' Liquids lighter heanwater: Equation 3-27 dual S (S i0 )=140 S (eF/oF) 130 + Deg Baum6 T-15 7.6 d? C ulhLP2 - i 89 di' C -&Pp Values of Care shown on page A-70 Liquids heavier than waler: Equat;on 3-.8 1.11 t S (6b F/b6 F) = 145 c.*Mpr~ssiblo fl uids: Equation 3.22 145 - Deg Baumi 6 = 4c 7CC Y dL2 CCi&P PT VT 1S, 18.1

• Specific gravity of gases Equation 3-21 q A = 24 7CC Y 8AP PI S, =R (air) _ 3.3

=blS~ dl C~t T1 5 R (gas) R (gas) s (K) q = 678 Y di' C rATS ;;

t are S M (gas) M (gas) o de- 2 M (air) 29 ieter@ q - 412 Y d, C pp.

SI q' Y d~C I&P PI,

• General gas laws for perfect gases PT'V = w. RT Equalson 340 q' = 6.87 S qPPI WP = 144P- Equation 341 3.1, 7' T - RT S.

R = 544 = 144 P Equation 3.32

. P W - 0891 Ydt-C l.%

Equation 3243 Values of C are shown on page A-Z0 Pp Values of Y are shown on page A-21 pV. = n.MRT-n.a154 4 T We 1s4 4 T Equati;o 3 34 w, p'M P'M . 2.70 P'S

• Equivalents of head loss and pressure drop Equofn'e 3.23 P= Vi 1544 T o1.72T T where:

3.20 hL 144 Q P Ap hL p P 144 11< = w./M - number of mols of a gas 3pp

• Hydraulic radius' Equaltion 2.5

• Changes in resistance coefficient, K, required to compensate for different pipe 1. D. R cross sectional f1ow area (sq. feet)

Ru- wetted perimeter (feet)

K K (d.)' Equation 3.24 KP1 ~ d, (seapaegA.30) Equivalent diameter relationship:

74.

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

D = 4R~r Subscript brefers to pipc for which the rcsistance coefficient d 48R, nd K was established. *See page 1-4 for limicacions.

r1 4-16 CHIAMA J- MAKpES Of It PSOSLEMS CRANE I.

Application of Hycraul dius to Flow Problems. It

=2 Exor Example 4-2S.. .Rectongulor Dvct Given: A rectangular concrete overflow aqueduct, 24 feet - Givei high and i6.5 feet wide, has an absolute roughness (t) of unift o.o0 foot. dian foot.

I I Find: The discharge rate in cubic feet per second when I=

the liquid in the res;rvoir has reached the maximum height indicated in the above skeetch. Assume the average tern-perature of the water is bo F.

Solution:

Ir.ALh=Lzgq(K.c+Ka)q =- Kt+ 5. R,=, i6.5x25) =4.97 ft-

6. Eouivalcnr diameter relationship:

. A D 4Rr-4X4.97- 19.8 ................ page 3s d-48Rt.=48x4.gc7=39............. page 3.s

0. 038d' I h, dial

....... 3-4 .page for

7. Relative roughness, c/D - o.ooo5 . .pagc A-23 q -8. o 5A!

I K. 'hi-i-K .' .D4s QX19qL

8. f - 0.017 ...... Jfull turbulent flow

? a ~:_, assumcd: page A-23 3=

200

9. q- S.o5xt~ xz6.s 1 + tol o o 3=

9. .0 - X 5 165 \~ .5 .. .017 X 1000-q-S=.oA \ R 19.88 o=30 500 where; X, - resistance of entrance and exit 1o. Calculate R.

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

rI. page A-6 .

To determine the friction factor from the Moody As - I diagram, an equivalent diameter four times the I:. ........ .. page A-3 hydraulic radius is used; refer to page 3-5. 13 ,473 X 30 500 X6Z.371 cross sectional flow area 3 b 000 004.970 X1r :2 wected perimeter R,si64 ooo ooo or i.64 x io I f - 0.017 for calculated R.; page A-24

!2.11......

R - 473qP.... ...... page 3-2 14.

Y. Since the friction factor assumed in Step 8 and that determined in Step £4 are in agree-M 1.

4. Assuming a sharp edged entrance, K - o°- ..... ... page A-29 ment, the discharge flow will be 30 500 cfs.

.3::

M

6. If the assumed friction factor and the friction Assuming a sharp edged exit to atmosphere.

K - 1 o. .......... page A-29 factor based on the calculated Reynolds num-ber were not in reasonable agreement, the former 93)

Then, resistance of entrance and exit, K.- o.5+ I.o0 I.S should be adjusted and calculations repeated until reasonable agreement is reached.

I I

II .-

!ev- -

.: 1:

f.

. -,-L

'IE .. ;,

, 1W -- --a C RAN E CHAPTER A - EXAMPLS OF FLOW PROBLE.S 4-17 17-JVZ3

.AML- - "M Application of Hydrauli s to Flow Problems - sntinued 4 E9nnl

-A-

- .. 4_2.

- AE.. P:n P-n

. .'.j P - . . . ....

Flled 1-rt1n.lv O (

With Flowing Water I

Given: A cast iron pipc is two-thirds full of srca.y, o. Tne cross sectional flow area equals:

It I uniform flowing xwater (6c F).The pipe has an insi vc A-"B-BC=22.6+vS.b+z75=3t;o:z in2 diameter of 24 inches and a slope of 3- nch per foot. Note the sketch that follows. .A-B-C- 2 -2.7.2. ft2

'44 z1=3 S, . 4X 32C.'

I4

~~~% 5 '. S, t_ w_

V= . hL- A/ih = Z - c..c625 ft per ft

13. The ue-ted perimeter equals:

d (" IS.9 )

Find: The flow rate in gallons per minu:e. ( 94) = 45.9 in.

Soluton:

IS 14.=; S3 [t.

I 9 .6 5 a.h' .. , 0 r4

.c

1. I~~'

JL ,, 1,=;>a=.>

-age 3.5 age 3; SinmcC pip is flowing partially full aneic~n pag 3-5

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

for D in Equ.ation i(sce pat-c i-4.. d- 48(04C.5c- 27.8 D=R,,.,

4 4R, :h R i6. Ralutivc roughness = .cc3.. page A-23

2.  ! ig.6!) - d'aj. ,*-,umnmn. fullv turbu-

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

j. RI.,= cross sectional flow area w tced perimeter P.L;-> ........

,¢Q

,.Q=:;9.3-c = ,PM !cc6xcm

-S\_,

R 43qp .c4Q.p rg. C4liculztc the Revnolds number to check the

.. *..ction factor assumcd in Step 17.

e A-6 Z:

. Depth of flowing water cquuls: 20. p- 2.3;71 ......

...... ..... .. lpgcA-6 A-3 V2. a _ I.a (4)

(2 - i 6 in.

3 R-Ci4Xz4 I. SCOX6:217!

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

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

A-24 e- 7c' 3 z.'

23. '.~ ic I55 . . . .. . .I . .pzic A.24 .

ep 8 CC.~'- -03 -I 'S 9-7 gree- -4. Since the friction factor assumed in Step 17 fs. 7- A4rea C _-r d Ft Sc-(z x 1g.4, ;] and that determined in Step 23 are in agree-ction ment, the flow rate will be 24 500 gpm.

=0 Area C - Li.4 ( 3b9 J_ 25. If the assumed friction factor and the friction rme unttA factor based on the calculated Revnolds num-0 .8. b- r - - v i2 - it) - 1i.31 in. ber were not in reasonable agreement, the former should be adjusted and calculations repeated until P:9 9. Arca A- Area B - 01' (4 b) -!'4 x i .; reasonable agreement is reached.

Area A or B - ,0inn

=;S

- =- u - IE Nature of Flow in Pipelt frTan 0 1 nt\ u s_,

,. . A_ __ J. _ _ . -1".-- - _.-'  : _' - s -*

7'.

,Z The Bet applicat

-:y*,,..: '-

the flow any part Figure 1-1 Figure 1-2 Fi9*.r. 1.3 Laminer Flow Flow Is Critical Z4ne, Betwoen Turbulent flow L Actual photograph of colored Alaments being carried along undisturbed by a stream of water.

Leniner end Tteimillen Zones Al the Critical velocity, the Mlomentns begin to break up, indicating fLow is becoming turbulent.

This illustration sisow the turbMeenc.

atfeam completely dperuing I-i. Colo, red filaments a short distance downstream fram the paint of inject n.

i the 2q1 A simple experiment (illustrated above) will readily Reynolds number: The work of Osborne Reynoli ds show there are two entirely different types of flow has shown that the n'ature of flow in pipe.... th.at in pipe. The experiment consists of injecting small is, whether it is laminar or turbulent .... depen, ds streams of a colored fluid into a liquid flowing in on the pipe diameter, the density and viscosity of 39 a glass pipe and observing the behavior of these the flowing fluid, and the velocity of flow. Ti colore'd s-reams at. different sections downstream numerical value of a dimensionless combination of a9 from their points of injection. these four variables, known as the Reynolds nur n-ber, may be considered to be the ratio of the dynam tic If the discharge or average velocity is small, the forces of mass flow to the shear stress due to viis- a9

.-'streaks of colored fluid flow in straight lines, as cosity. Reynolds number is:

shown in Figure 1-1. As the flow rate is gradually increased, these streaks will continue to flow in lquatw;n 1-2 straight lines until a velocity is reached when the RsoD streaks will waver and suddenly break into diffused (other forms of this equation: page 3-2.)

_ftterns, as shown in Figure 1-2. The velocity at ich this occurs is called the "critical velocity". For engineering purposes, flow in pipes is usually . .9.

W velocities higher than "critical", the filaments considered to be laminar if the Reynolds number is are dispersed at random throughout the main body of less than 2000, and turbulent if the Reynolds number dIle

- j_

fluid,.as shown in Figure 1-3. is greater than 4000. Betw'een these two values lies the "critical zone" where the flou ..... being laminar, TJe type of flow which exists at velocities lower turbulent, or in the process of change, depending thai "critical" is known as laminar flow and, some- upon many possible varying conditions . . . . is tim;s, as viscous or streamline flow. Flow of this unpredictable. Careful experimentation has shown nature is characterized by the gliding of concentric that the laminar zone mav be made to terminate at cylindrical layers past one another in orderly fash- a Reynolds number as low as 1200 or extended as ion. Velocity of the fluid is at its maximum at the high as 40.000, but these conditions are not expected pipe axis and decreases sharply to zero at the wall. to be reali:ed in ordinary practice.

At velocities greater than "critical', the flow is tur- Hydraulic radius: Occasionally a conduit of non-bulent. In turbulent flow, there is an irregular circular cross section is encountered. In calculating random motion of fluid particles in directions trans- the Reynolds number for this condition, the equiva-verse to the direction of the main flow. The velocity lent diameter (four times the hydraulic radius) is sub-distribution in turbulent flow is more uniform stituted for the circular diameter. Use friction across the pipe diameter than in laminar flow. Even factors given on pages A-24 and A-25.

though a turbulent motion' exists throughout the cross sectional flow area greater portion of the pipe diameter, there is always RN- wetted perimeter a thin layer of fluid at the pipe wall .... known as This applies to any ordinary conduit (circular con-the "boundary layer" or "laminar sub-layer" .... duit not flowing full, oval, square or rectangular) which is moving in laminar flow. 'but not to extremely narrow shapes such as annular or elongated openings, where width is small relative Mean velocity of flow: The term "velocity", unless to length. In such cases, the hydraulic radius is otherwise stated, refers to the mean, or average, approximately equal to one-half the width of the velocity at a given cross section, as determined by passage.

_e continuity equation for steady state flow:

V q I VA To determine quantity of flow in following formula:

v-A A 7F =- 1qurat;n 1.1 (For nomenclature, see page preceding Chapter 1) q - C.C43 Bd-. I

2 "Reasonable" velocities for use in design work tile value ol a- is L

!r given on pages 3-6 and 3-16. of actual flow area 3

a .: I- .J I # -,

- - ...... . .. .. __a, . .

- MIMI'

Calculation WBNOSG4091 MAXIMUM CONTAINMENT WATER LEVEL Attachment 3 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 =7 ordna 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