ML19269C613
| ML19269C613 | |
| Person / Time | |
|---|---|
| Site: | Black Fox |
| Issue date: | 01/29/1979 |
| From: | PUBLIC SERVICE CO. OF OKLAHOMA |
| To: | |
| Shared Package | |
| ML19269C612 | List: |
| References | |
| NUDOCS 7902060261 | |
| Download: ML19269C613 (600) | |
Text
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4 NRC QUESTIONS AMENDMENT 14
@a#
STATE OF OKLAHOMA COUNTY OF TULSA Martin E. Fate, Jr., being first duly sworn, deposes and states; That he is Executive Vice President of PUBLIC SERVICE COMPANY OF OKLAHOMA, the Applicant herein; that he has read the following Amendment 14 to the Black Fox Station Units One and Two Preliminary Safety Analysis Report and knows the contents thereof; that the same is true as he verily believes.
DATED: This 29th day of January ,1979.
Signed Martin E. Fate, Jr.
Martin E. Fate, Jr.
Executive Vice President Subscribed and sworn to before me this 29th day of January ,1979.
Ibry Jean Kelley Notary Public in and for the County of Tulsa, State of Oklahoma My Commission expires July 1, 1979
BFS ERRATA AND ADDENDA SHEET AMENDMENT 14, February 2, 1979 Remove Page Insert Page Table of Contents 19 19 41 41 96a 96a and 96b Chapter Three_
3C-il through 3C.13-0 3C-li through 3C.13-Oc Chapter Six 2 2 Chapter Thirteen 13.4-la 13.4-la Chapter Fourteen 1 1 3
14.1-3a and 14.1-3b 14.1-3a and 14.1-3b 14.1-6 14.1-6 Amendment 13 Entire report entitled " Analysis Entire report entitled " Analysis of LPCI Diversion Effects on ECCS of LPCl Diversion Effects on Performance For Black Fox Station ECCS Performance For Black Fox Units 1 and 2" (Date code: 13-111778) Station Units 1 and 2" (Date (16 sheets) code: 14-020279) (16 sheets)
Place the Amendment 14 page tab, notarization letter, and Amendment 14 instructions behind the last page of the report inserted according to the above instructions.
i 14-020279 0
BFS TABLE OF CONTENTS (Continued)
Page 6.2.5.4 Testing and Inspections 6.2-127 6.2.5.5 Instrumentation Requirements 6.2-127 6.2.5.6 Materials 6.2-128 6.2.6 Suppression Pool Make-Up System 6.2-129 6.2.6.1 Design Basis 6.2-129 6.2.6.2 System Design 6.2-130 6.2.6.3 Design Evaluar'an 6.2-132 6.2.6.4 Testing 6.2-135 6.2.6.5 Instrumentation 6.2-136 6.2.6.6 Materials 6.2-137 6.2 References 6.2-138 6.3 EMERGENCY CORE COOLING SYSTEMS (CESSAR) 6.3-1 6.3.1.4 Capability to Meet Functional Requirements (GESSAR) 6.3-1 6.1.3.10 Conformance with ECCS Acceptance Criteria of 10CFR50.46 (GESSAR) 6.3-1 6.3.3.12 Use of Dual Function Components (GESSAR) 6.3-1 6.3.3.14 Thermal Shock Cons!derations (GESSAR Confirmed) 6.3-1 6.3.4 Tests and Inspections (GESSAR Confirmed) 6.3-1 6.4 HABITABILITY SYSTEMS 6.4-1 6.4.1 Habitability Systems Functional Design 6.4-la 14 6.4.1.1 Design Bases 6.4-la 6.4.1.2 System Design 6.4-2 6.4.1.3 Design Evaluation 6.4-2 6.4.2 References 6.4-12 6.5 STANDBY GAS TREATMENT SYSTEM (SGTS) 6.5-1 6.5.1 Design Bases 6.5-1 6.5.1.1 Safety Design Bases 6.5-1 6.5.1.2 Power Generation Design Bases 6.5-1 6.5.2 System Description 6.5-2 6.5.2.1 Filter Train Housing 6.5-3 6.5.2.2 Filter Vrames and Supports for HEPA Filter and Charcoal Adsorbers 6.5-4 6.5.2.3 HEPA Filters 6.5-5 6.5.2.4 Charcoal Adsorbers 6.5-5 6.5.2.5 Ductwork 6.5-6 19 14-020279
BFS 14.0 INITIAL TESTS AND OPERATION TABLE OF CONTENTS Page 14.1 TEST PROGRAM (GESSAR) 14.1-1 l14 14.1.1 Adminictrative Procedures (Testing) 14.1-1 14.1.2 Administrative Procedures (Modifications) 14.1-2 14.1.3 Test Objectives and Procedures (FSAR) (GESSAR) 14.1-3 14.1.4 Fuel Loading and Initial Operation (GESSAR) 14.1-3 1 14.1.5 Administrative Procedures (System Operation)
(FSAR) 14.1-3 14.1.6 Conformance to Regulatory Guide.l.70.33 14.1-3 14.1.6.1 Scope of Test Program 14.1-3 14.1.6.2 Plant Design Features That Are Special, Unique, or First of a Kind 14.1-3 14.1.6.3 Regulatory Guides 14.1-3 14.1,6.4 Utilization of Plant Operating and Ter!.ing Experiences at Other Reactor Facilities 14.1-3a 14.1.6.5 Test Program Schedule 14.1-3a 14.1.6.6 Trial Use of Plant Operating and Emergency Proceduras 14.1-3a 14.1.6.7 Staff for Conduct of Test Program 14.1-3a 14 14.2 AUGMENTATION OF PS0'S STAFF FOR INITIAL TESTS AND OPERATION (FSAR) 14.1-3c 41 14-020279
BFS LIST OF ILLUSTRATIONS Figure *E*
14.1-1 TEST PROGRAM SCHEDULE 14.1-6 14-020279
BFS LIST OF ILLUS ?~'JNS Figure Page 15.1.39-1 LONTAINMENT LEAKAGE AND MIXING MODEL WITil HYDROGEN MIXING SYSTEM OPERATION 15.1-96 15B-1 PLAN VIEW OF THE LOCATION OF THE RADWASTE BUILDING 15B-ll 15B-2 PIEZ0 METER AND WELL LOCATIONS WITH WATER LEVEL ELEVATIONS 15B-12 5 15B-3 LITII0 FACIES MAP OF TIIE SITE AREA 15B-13 h 15B-4 STRATIGRAPHIC CROSS-SECTIONS ALONG DIRECTIONS OF h GROUNDWATER TRAVEL 15B-14 g 15B-5 STRATIGRAPIIIC CROSS-SECTIONS THROUGH THE STATION
- SITE AND Tile RADWASTE BUILDING 15B-15 g 15B-6 15B-7 LOCATIONS OF CROSS-SECTIONS ON FIGURE 15B-5 15B-16 ]
TRAVEL PATHS, TRAVEL DISTANCES, AND TRAVEL TIMES OF GROUNDWATER TO NEAREST POINTS OF POTENTIAL GROUND-h WATER USE 15B-17 96b 14 14-020279
BFS Foreword BFS PSAR Appendix 3C Load Definition and Structural Capability of Mark III Containnent The load definition and structural capability of the Mark III containment has been presented to the NRC by the General Electric Company Docket 50-447 in the form of NEDO-11314-08. A preliminary version of this NEDO report has been placed on the BFS docket by the NRC. These two NEDO reports are identified as NEDO-11314-08 (final)( )* for the GE report on Docket 50-447
}
and as NEDO-11314-08 (preliminary) for the report the NRC placed on BFS Docket STN 50-556.(I)
Neither of the two above reports separately resolved the load definitions for the Mark Ill containment. Appendix 3C submitted as part of Amendment 8 to the BFS PSAR was a compilation of the two above reports and incorporated the acceptable portions of each report which were applicable for BFS. Appendix 3C submitted as part of Amendment 8 to the BFS PSAR was also attempted to resolve any known outstanding issues on the subject and adopted the loads associated with the postulated pipe break accidents as prescated on Docket 50-447.
Subsequent to the initial submittal of Appendix 3C as a part of Amendment 8, the General Electric Company prepared Design Report 22A4 365, Revisions 1 and
, , , 0) 2( which documents the refinements of Mark III containment load definitions which result f rom confirmatory test programs. Appendix 3C as part of Amendment 14 incorporates the applicable portions of GE Report 22A4365. Appendix 3C uses Design Report 22A4365I ) and NEDO-ll314-08 (final) as the base reports. The reviewer should fully understand the legend on page 3C-iii as he reads Appendix 3C.
This appendix incorporates the following quencher bubble pressures for BFS design.
Design Value buximum Pressure (pounds per square inch differential)
Case Description Positive pressure Negative pressure
- 1. Single valve first actuation at 100 degree Fahrenheit pool temperature 13.5 -8.1
- 2. Single valve subsequent actuation at 120 degree Fahrenheit pool temperature 28.2 -12.0
- 3. Two adjacent valves first actuation at 100 degree Fahrenheit temperature 13.5 -8.1
- 4. 10 valves (one low set and nine next Icvel low set) first actuation at 100 degree Fahrenheit pool temperature 16.7 -9.3
- 5. 19 v.'Ives (all valve case) first actuation at 100 degree Fahrenheit pool temperature 18.6 -9.9
- 6. 8 automatic depressurization system valves first actuation at 120 degree Fahrenheit pool temperature 17.4 -id.t
- See the references on page 3C-ix.
3C-li 14-020279
BFS LEGEND Text of the GENERAL ELECTRIC Report 2.A4365, Revision 2, " Interim Containment Loads Report (ICLR) Mark III Containment" incorporated directly into this Appendix 3C is marked with the herringbene strip to make the Report applicable to BFS.
A summary of the changes from the General Electric Report and the appropriate justifications are contained on page 3C-iv.
3C-lii 14-020279
BFS JUSTIFICATION FOR CilANCES MADE TO ICLR htN. 2 FOR Tile BWR STANDARD PLANT AS APPLIED TO BLACK FOX STATION CENERAL NOTES
- 1. Notes added to several figures in Part I ind'cate how to change the Standard plant elevations to those being used on Black Fox Station.
- 2. Information presented in the ICLR Report not applicable to the Mark III 238 size units has been deleted from Appendix 3C.
JUSTIFICATIONS
- 1. Page 3C.2-12, Figure 2.2-3. Revised to include the elevator and to change the stair arrangements.
J_USTIFICATION: Figure was revised to reflect the BFS Mark III contain-ment arrangement.
- 2. Page 3C.6-22, Figum 6.15. Revised Figure 6.15.
JUSTIFICATION: To show the BFS peak service water temperature as 95 F.
- 3. Page 3C.6-23, Figure 6.16. Information added to show BFS vent area.
JUSTIFICATION: BFS design.
- 4. Page 3C.8-2. Added combined loads for submerged structures.
JUSTIFICATION: BFS design criteria.
- 5. Page 3C.10-1. Added additional inforr.tttion on expansive loads.
JUSTIFICATION: Change made to NRC Staff request.
- 6. Page 3C . :.- 30. Submerged structures.
JUSTIFICATION: Changed to reflect BFS design.
3C-tv through 3C-viii 14-020279
BFS References (1) Letter dated November 23, 19~t6 from 0.D. Parr, Nuclear Regulatory Cammission, to B.H. Morphis, Assistant Vice President - Nuclear Division, Public Service Company of Oklahoma.
Subject:
BFS contain-ment dyramic loading criteria.
(2) General Electric, "Information Reporr. Mark III Containment Dyanmic Loading Conditions," NEDO-11314-08 (preliminary), July 1975.
(3) General Electric, "Information Report Mark III Containment Dynamic Loading Conditions," NEDO-ll314-08 (final), August, 1975. This report was docketed as Appendix 3B to the 238 NI GESSAR, Docket Number STN 50-447.
(4) Deleted.
(5) Deleted.
(6) Letter dated January 13, 1977 from 0.D. Parr, Nuclear Regulatory Commission, to B. H. Morphis, Assistant Vice President - Nuclear Division, Public Service Company of Oklahoma.
Subject:
Request for additional information on Question 041.30.
(7) General Electric, Design Report 22A4365, " Interim Containment Loads Report (ICLR) Mark III Containment", Revision 1, April 1978, report was submitted on 238 NI GESSAR, Docket No. STN50-449.fpis (8) Ceneral Electric, Design Report 22A4365, " Interim Containment Loads Report (ICLR) Mark III Containment", Revision 2, November 1978.
This report was submitted on 238 N1 GESSAR, Docket No. STN 50-449.(10)
(9) Letter dated April 21, 1978 from Glenn G. Sharwood, General Electric Company to Edison G. Case, Nuclear Regulatory Commission. Subj ect :
General Electric Report 22A4365, " Interim Containment Loads Report (ICLR) Mark III Containment" dated April 1978.
(10) Letter dated November 15, 1978 from Glenn G. Sherwood, General Electric Company to Harold R. Denton, NRC. Subj ec t : General Electric Report 2?A4363, " Interim Containment Loads Report (ICLR) Mark III Containment", Rev. 2, dated November 1978.
3C-ix 14-020279
BFS APPENDIX 3C Part Title Section Attachments 1 Interin Containment I.oads 1 thru 12 A thru O Report (ICLR) Mark III Containment II Information Report Mark III 13 thru 19 Containment Dynamic Loading Conditions - Application of Dynamic Loading Conditions to Mark III Containment i
3C-x 14-020279
BFS TABLE OF CONTENTS Section Page FOREWORD 3C-li LEGEND 3C-lii JUSTIFICATIONS FOR MATERIAL MARKED WITH AN ASTERISK IN APPENDIX 3C 3C-iv REFERENCES 3C-ix TABLE OF CONTENTS 3C-xi LIST OF ILLUSTRATIONS ,
3C-xviii LIST OF TABLES 3C-xxiv PART I INTERIM CONTAINMENT LOADS REPORT (ICLR) MARK III CONTAINMENT 3C-1 DISCLAIMER 3C-3 ABSTRACT 3C-4 PART II INFORMATION REPORT MARK III CONTAINMENT DYNAMIC LOADING CONDITIONS - APPLICATION OF DYNAMIC LOADING CONDITIONS TO MARK III CONTAINMENT 3C.13-0 DISCLAIMER 3C 13-Ob ABSTRACT 3C.13-Oc 3C-xi 14-020279
BFS TABLE 0$' CONTENTS 1
PAGE g g g PART I gg((g(4 1. INTRODUCTION 3C.1-1 EE(C4$ 1.1 Confirmatory Testing 3C.1-2 RKCG 1.2 g[ggg4 Definition of LOCA 3C.1-2 IEM 1.3 Design Margins 3 C .1-3 KCC M KMCC(4 EI(E 2. REVIEW Oi ?HENOMENA 3C.2-1 2.1 Design Basis Accident (DBA) 3C.2-1 2.2 Intermediate Break Accident (IBA) 3C.2-5 2.3 Small Break Accident (SBA) 3C.2-5 zggggqqq 2.4 Safety Relief Valve Actuation 3C.2-7 ETCd4 2.5 other Considerations 3C.2-8
[E((@
' ((<td ECTE(4 3. DYNAMIC LOAD TABLE 3C.3-1 kNET@
ECCE4 EddN 4. DRYWELL STRUCTURE 3C.4-1 E(t<t4
{c(q(g(q 4.1 Drywell Loads During a Large Break Accident 3C.4-1 ddTE(4 4.1.1 Sonic Wave 3C.4-1 "CCf(4 (q((q(g4 4.1.2 Drywell Pressure 3C.4-1 4.1.3 Hydrostatic Pressure 3C_.4-2 ff$g'(qq 4.1.4 Loads on the Drywell Wall During Pool Swell 3C.4-2 h 4.1.5 condensation Oscillation Loads 3C.4-3 K(M 4.1.6 Fall Back Loads 3C.4-3 4.1.7 Negative Load During ECCS Flooding 3C.4-4 KMG 4.1.8 Chugging 3C.4-4 EC(C<4 g(qq 4.1.9 Loads Due To Chugging 3C.4-5 Ed(T4 4.1.9.1 Chugging Loads Applied to Top Vent. 3C.4-5a EC(((4 (q(q((qq 4.1.9.2 Pool Boundary Chugging Loads 3C.4-Sa NTST4 4.2 Drywell Loads During Intermediate Break Accident 3C.4-6 KCCK<<
(((((((((< 4.3 Drywell During a Small Break Accident 3C.4-6 5
a,hdTM 4.3 1 Drywell Temperature 3C.4-6
%94
'((((((q 4.3.2 Drywell Pressure 3C.4-7 4.3.3 Chugging 3C.4-8
'(f(((((((4 4.4 Safety Relief Valve Actuation ,3C.4-8
( 4.5 Dryvell Environmental Envelope 3C .4-8 4.6 Top Vent Temperature (Cycling) Profile During Chugging 3C .4-8 3C-xii 14-020279
BFS TABLE OF CONTENTS (Continued)
PAGE $.
uEt<(1 *
[(({gg 5 WEIR WALL 3C.5-1 f[C((@ 5.1 Weir Wall Loads During a Design Basis Accident Sonic Wave 3C.5-1 5.1.1 3C.5-1 5.1.2 Outward Load During Vent Clearing 3C.5-1 K((((4 5.1.3 Outward Load Due to Vent Flow 3C.5-1 l'(ME4 5.1.4 Chugging Loads g444g(4 3C.5-1 E('M((4 5.1.5 Inward Load Due to Negative Drywell Pressure 3C.5-3 7(Kf4 5.1.6 r(((((qqq Suppression Pool Fallback Loads 3C.5-4 ffE(4 5.1.7 Hydrostatic Pressure 3C.5-4
( 5.1. 8 Safety Relief Valve Loads -
3C .5-4 KTICI< 5.1. 9 Condensation 3C.5-4 KT((<4
((((g4 5. 2' Weir Wall Loads During An Intermediate Break Accident 3C.5-4 5(ES(4 5.3 Weir Wall Loads During a Small Break Accident 3C.5-5
'TC(E4
'4KC('(4 5.4 Weir Wall Environment Envelope 3 C .5-5 f(<'<((4 K('(CT4
~ Tf((@ 6. CONTAINMENT 3 C .6-1 f 6.1 Containment Loads During a Large Steam Lire Break (DBA) 3 C .6-1 K'(C(C'G 6.1.1 Compressive Wave Loading 3C .6-1
%<((%4 g
' /gg(4 6.1.2 Water Jet Loads 3C .6-1 EE<'(<C< 6.1.3 Initial Bubble Pressure 3 C .6-2 KC(4K4 g4ggg 6.1. 4 Hydrostatic Pressure 3 C .6-2
[T(STd 6.1.5 Local Containment Loads Resulting from the E E (d Structures at or Near the Pool Surface 3 C l>-3
$$5(@(4
[gqqf 6.1. 6 Containment Load Due to Pool Swell at the HCU Floor 3C4-3 UE4 6.1.7 Fall Back Loads 3C 6-4 f(TCT4 K(M(((< 6.1.8 Post Pool Swell Wave 3C l>-4 6.1.9 condensation Loads 3 C I>-5 KC'(C((4 6.1.10 Chugging 3C E>-5 f'(TM4 6.1.11 Long-Term Transient 6.1.12 Containment Environmental Envelope 3C l>-5 3 C l>-6
'dWE( '6.2 Containment Loads During an Intermediate Break Accident 3C 6-6 g44gg4
$(CC.@(< 6.3 Containment Loads During a Small Break Accident 3C 6-6 KMsT44
[((((4 6.4 Safety Relief Valve Loads 3C6-7 ,,,
4EE'C4 6.5 Suppression Pool Thermal Stratification 3C 6-7 %
KCCCC(4 3C-xiii 14-020279
BFS TABLE OF %)NTENTS (Continued)
PAGE fiCM
$$ EIN 7. SUPPRESSION POOL BASEMAT LOADS 3C. 7-1 E Ei h 8. LOADS ON STRUCTURES IN THE SUPPRESSION POOL 3C. 8-1 DE(<
jggg4 8.1 Design Basis Accident 3C.8-1 Ed 8.1.1 Vent Clearing Jet Load 3C.8-1
(( 8.1.2 Drywell Bubble Pressure and Drag Loads Due to MM( Pool Swell 3C . 8-1 -
h ,
8.1.3 Fall Back Loads 3C.8-2 RC((@ 8.1.4 Condensation Loads 3C.8-2
} f( 8.1.5 Chugging -
3C.8-2 h E 4 74 8.1. 6 Compressive Wave Loading 3C.8-2 E@@ 8.1. 7 g(g4 Safety Relief Valve Actuation 3C.8-3 M' M IRC(4 9.
ggg4 LOADS ON STRUCTURES AT THE POOL SURFACE 3C.9-1 4
( M ,gg y~
L f((g 10. LOADS ON STRUCIURES BETWEEN THE POOL SURFACE AND THE HCU FLOORS 3C.10-1 E4YM 10.1 Impact Loads 3C.10-1 ETCfd Eggf( 10.2 Drag Loads 3C.10-3 10.3 Fall Back Loads 3C.10-3 f( M M
- 11. LOADS ON EXPANSIVE STRUCIURES AT THE HCU FLOOR ELEVATION 3C.11-1 MCG
- 12. LOADS ON SMALL STRUCTURES AT AND ABOVE THE HCU FLOOR ELEVATION 3C.12-1 GCM K@K4 R(((((<{ REFERENCES 3C.R-1 k6i M ECM
$$ fd4 ATTACHMENT A - SAFETY RELIEF VALVE LOADS (QUENCHER) 3 C . A-1 MM
- C<K<<<9 E5Gf(fATTACHMENT B - SUPPRESSION POOL SEISMIC INDUCED LOADS 3C.B-1 MM ECKqq
@! M (4 ATTACHMENT C - WEIR ANNULUS BLOCKAGE 3C.C-1 MM P ~&4
$l% d6 ATTACHMENT D - DRYWELL PRESSURE DISTRIBUTION 3 C .D-1
? <t(<<
BFS TABLE OF CONTENTS (Continued) 3d PACE
$$%gg E'IfEE4 3C.E-1 KKKC@ ATTACHMENT E - DRWELL NEGATIVE PRESSURE CALCULATIONS K<<<T(4 EM ATTACRENT F - WETWELL ASYMMETRIC PRESSURES 3C.F-1 LEG WT(TG gj{5jATTACHMENTG-WATERJETVELOCITYPROFILE 3C.G-1
%KTC1R 3C-H-1 (k3hATTACHMENTH-WEIRWALLLOADSDURINGDRYWELLDEPRESSURIZAT MCCG 3C.I.1 5ff>fhhATTACHMENTI-POOLSWELLVELOCITY f
M;qgg ATTACHMENT J - SCALING ANALYSES AND SMALL STRUCTURE POOL SWELL (qqqg(4 DYNAMIC LOADS 3C.J-1 K!MT4 CEECC4 g{((( ATTACHMENT K - RESPONSE TO NRC QUESTIONS 3C.K-1
[4f(44 EC<<<<
"'Q ATTACHMENT L - CONTAINMENT ASYMMETRIC LOADS 3C.L-1 I ud(C4 $b RRm
'(tifgM ATTACHMENT M - MULTIPLE SAFETY / RELIEF VALVE ACTUATION FORCING
[t@{d$ FUNCTION METHODS 3C.M-1 WKM
'((RG EM E4 ATTACHMENT N - SUPPRESSION POOL THERMAL STRATIFICATION 3C.N-1 RWCC4 XCM44
$ N N ATTACHMENT 0 - DIGITIZATION OF FORCING FUNCTION FOR CONDENSATION NIEO OSCILLATION 3C.0-0 riCT<<<
hh 3C-xv 14-020279
BFS TABLE OF CONTENTS Section Page PART IT 3C.13-0
13.0 INTRODUCTION
3C.13-1 14.0 STRUCTURES AND PIPING SUBJECT TO LOCA AND SAFEfY RELIEF VALVE LOADS 3C.14-1 15.0 LOCA AND SAFETY RELIEF VALVE LOADS 3C.15-1 16.0 LOADING COMBINATIONS 3C.16-1 16.1 Drywell 3C.16-2 16.2 Weir Wall 3C.16-2 16.3 Containment 3C.16-2 16.4 Platforms 3C.16-2 16.5 Basemat 3C.16-3 17.0 DESIGN PROCEDURES FOR STRUCTURES 3C.17.1 17.1 Drywell 3C.17-1 17.2 Weir Wall 3C.17-2 17.3 Steel Containment 3C.17-2 17.4 Basemat Liner 3C.17-2 17.5 Platforms 3C.17-3 18.0 DESIGN PROCEDURES FOR SEISMIC CATEGORY I PIPING SYSTEMS 3C.18-1 19.0 RESULTS 3C.19-1 19.1 Drywell 3C.19-1 19.2 Weir Wall 3C.19-2 19.3 Containment 3C.19-3 3C-xvi 14-020279
BFS TABLE OF CONTENTS (Cont'd)
Section. Page 19.4 Basemat Linct 3C.19-3 19.5 Platforms 3C.19-3 19.6 Piping 3C.19-3 30-xvii 14-020279
US i
$l55'01 s'jM)M LIST OF ILLUSTRATIONS
%s%si 9AEOlE5 MMM Figure Title Page EiMO l'N;3))) 2.1 Loss-of-Coolant Accident Chronology (DBA) 3C.2-9
@@M 2.2 1 Schematic of the Mark III Pool Swell Phenomenon gg 3 C . 2-10 Ein@,M 2.2-2 Typical Suppression Pool Cross Section 238 Plant 3C.2-ll
$$$M 2.2-3
- gy Plan at Elevation 11 ft 0 in. 3C.2-12
$NSIM 2.2-4 Containment Floor Drain Sump 238 Plant 3C .2-13 lbMG3 ggggg 2.2-5 Containment Equipment Drain Sump 238 Plant 3C.2-14 S E AM 2.2-6 Plan at Elevation (-) 5 f t 3 in. 3C .2-15 DDM'N}
gjj'jggj 2.3 Idealized Quencher Bubble Pressure Oscillation ir ggjj'j}3) Suppression Pool 3 C .2-16 4.1 Drywell-Loading Chart for DBA 3 C .4- 9 h'$l?h dl 3'@ffy 4.2 Drywell-Loading Chart for SBA 3 C .4-10 s' /
4.3 Drywell-Loading Chart for IBA ff 3C.4-ll
- }'Mj$ij 4.4 Short Term Drywell and Containment Pressure Response to UGGij a Large Steam Line Break (DBA) 3 C .4-12 M
g@ g 4.5 PSTF Test Results - Vent Static Pressure Differential 3C .4-13 DSB*d m'
4.Sa PSTF Test Results - Vent Static Pressure Differential 3C .4-14
%yg p
h4 .6 Typical Drywell Pressure Traces During Condensation, Run 23, Test 5807 3C .4-15
'? f M 4.6a Condensation Oscillation Load Spatial Distribution on E'ON Drywell Wall, Coatainment and Basemat 3 C .4-16
!D$)'ll yppg 4.6b Condensation Oscillation Forcing Function on the Dryvell gjg'jy;g Wall 0.D. Adjacent to the Top Vent 3C .4-17 pam Typical Top Vent Pressure Trace During Chugging, Run 19
("l,g b mv 4.7 3 C .4-18
'h'p.'}:yy 4.7a Peak Pressure Pulse Train in Top Vent During Chugging 3C .4-19 E#m
- 4. 7b Peak Force Pulse Train in Top Vent During Chugging 3C .4- 19a
$;$@,j 4.7c Average Force Pulse Train in Top Vent During Chugging 3 C .4-19b 2),'y'q 4.7d gg Average Pressure Pulse Train in Top Vent During Chugging 3C .4-19 c 6'2 M3' 4.8 Typical Containment Pressure Trace During Chugging, Run 11
$$M'73 (Ref. Test 5707) 3 C .4- 20 b'$g'm
{pggs j 4.8a Typical Pressure Time-History on the Pool Boundary During gsppjf Chugging 3C .4-21 S'E'N#34$ 4.8b Suppression Pool Chugging Normalized Peak Underpressure D3$$ Attenuation 3C .4-21a
M fS gg 4.8c Suppression Pool Chugging Normalized Mean Underpressure ggg'q and Post Chug Oscillation Attenuation 3C .4-21b hide $
3C-xviii 14-020279
BFS LIST OF ILLUSTRATIONS (Continued)
.=>: _
Figure Title Page fp 4.8d Suppression Pool Chugging Normalized Spike Attenuation 3C.4-21c
$)3)),] 4.8e Suppression Pool Chugging Spike Duration "d" as a Function
@@3)3 of Location in the Pool 3C.4-21d h3#>>'d g)))pg 4.8f Suppression Pool Chugging Normalized Peak Post Chug pyy,gg; Oscillations 3C.4-21e I)M)M) 4.8g Circumferential Underpressure Amplitude Attenuation 3C.4-21f
>>D/>'D>l g)p))3 4.8h Circumferential Post Chug Oscillation Amplitude Attenuation 3C.4-21g E33 4.9 Drywell - Containment Pressure Differential During Chugging 3C.4-22 >33D}}2 ))))))),)))J 4.10 Calculated Maximum Drywell Atmosphere Bulk Temperature ))))))))}} and Pressure Envelope 3C.4-14 k4.11 Drywell Top Vent Cyclic Temperature Profile and Area of yg Application During Chugging 3C.4-25 @} 9,?) 3; 5. 1 Weir Wall-Loading Chart for DBA 3C.5-6 5.2 Weir Wall-Loading Chart for IBA 3C.5-8 ) $3)2b>25 5.3 Weir Wall-Loading Chart for IBA 3C.5-8 43-)>><>>>)
p,333)y 5.4 Typical Weir Wall Pressure Traces During Chugging, Run 14 3C.5-9 ' )/Pr>>>/3 5.4a Typical Pressure Time-History for Weir Annulus During .< d)))M3 Chugging 3C.5-10 $
>>DD}2 p)))),))3)) 5.5 Underpressure Distribution on the Weir Wall and Drywell pyypp; I.D. Wall During Chugging 3C.5-10a DMMD)2 5.5a Peak Pressure Pulse Train on the Weir Wall and Drywell NI+E') I.D. Wall During Chugging 3C.5-10b
@}M)M' p,),'))p) 5.5b Mean Pressure Pulse Train on the Weir Wall and Drywell p,)))))'p))] I.D. Wall During Chugging 3C.5-10c 5.6 Normalized Weir Annulus Pressure Pulse Attenuation 3C.5-11
>}}}} },' 5.7 Theoretical Absolute Pressure Transient in Drywell
@2D))) Initiated by Vessel Reflood Line Break Level 238
&DD}2 Standard Plant 3C.5-12 kPh))2 Vent Backflow Weir Annulus Water Surge Velocity Vs.
),))p)py 5.8 Height Above Weir Wall 3C . 5-13 pyyyg,y h))))3)2 6.1 Containment-Loading Chart for DBA 3C. 6-8 EM))M)3 3C. 6-9 pp,)pp; 6.2 Containment-Loading Chart for IBA hD MDM 6.3 Containment-Loading Chart for SBA 3C.6-10
,) 6.4 Observed Bubble Pressure 3C. 6-11 b/>>PD3 44 3C-xix 14-020279
hFS
/ LIST OF ILLUSTLATIONS (Continued) a<<.
fMG ggg(/g Figure Title Page ET(((d 6.5 Dynamic Loads Associated with Initial Bubble Formation gg(4 gg in the Pool 3C.6-12 FifC G 6.6 Containment Pressure Dif ferential During Bubble N M T4 Formation 3C.6-13 YEkd5 '(g g g 6.7 Water Level Transients in Drywel2 and Suppression Pool ((4[(((g Following DBA 3C.6-14 ECTE 6.8 Drag Loads on Protruding Structures Due to Pool Swell 3C.6-15 $fE(CG g((((q 6.9 Containment Loading Due to Flow AP Across HCU Floor 3C.6-16 IN 6.10 Typical Containment Wall and Basemat Pressure Traces During Condensation, Run 23 (Ref. Test 5807) 3C.6-17 (d((((((4 6.11 Typical Wall Pressure Transducer Output 3C.6-18 6.12 Wall Pressure Response - 5702/12 3C.6-19 @ M (d 6.13 Wall Pressure Response - 5801/9 3C.6-20 E gggg T((< 6.14 Calculated Maximum Containment Atmosphere Bulk Temperature ggggg and Pressure Envelope for Any Rupture 3C.6-21 I M S$ 6.15 Long Term Containment Pressure Following a DBA -3C.6-22 EM4 'g(g 6.16 HCU Floor AP vs Vent Area 3C.6-23 N E 6.17 Suppression Pool Temperature Profile for the Example EM Problem 3C.6-24 KNtfM g{g gq 7.1 Pool Boundary Loads During Bubble Formation 3C.7-2 Ed@ 8.1 Structures within Suppression Pool-Loading Chart for DBA 3C.8-4 K@M1 R$(((g 8.2 Static Vent Pressure During Chugging (Positive) 3C.8-5 h, 8.3 Static Vent Pressure During Chugging (Negative) 3C.8-6 KtM M 9.1 Structures at the Pool Surface-Loading Chart During DBA 3C.9-2 10.1 Small Structures Between the Pool Surface and the HCU Floor-Loading Chart During DBA 30.10-4
@ @ T(10.2 Profile of Impact Loads on Small Structures Within 18 ft MM of the Pool Surface 3 C .10-5 MM4 gggg10.3 z Pressure Drop Due to flow Across Grating Within 18 ft gg of the Pool Surface 3C.10-6 ! M M 10.4 Drag Load on Solid Structures within 18 ft of the Pool Eld $M Surface 3C.10-7 SEM Drag Loads for Various Geometries (slug flow) ggg10.5 3C.10-8 KI(Ed atR@
3C-xx 14-020279
BFS E (( M
~?gg{ LIST OF ILLUSTRATIONS (Continued) ,
? XZ@ KCCg4 D"* gggggy Figure Title Page WMM ES'(f 10-6 Summary of Pool Swell Loading Specifications for Small S'M G Structures in the Containment Annulus (Not Applicable to $$2743 the Steam Tunnel or Expansive HCU ?!aors) 3C.10-9 W45%$ 11-1 pggggg Expansive Structures at HCU Elevation - Loading ggg During DBA 3C.11-3 EM 12.1 Small Structures at the RCU Floor Elevation - Loading UF$$$$ Chart During DBA 3C.12-3 EMfC 12.2 gggggg Loads at HCU Floor Elevation Due to Pool Swell Froth g gg g(43' Impact and Two-Phase Flow 3C.12-4 14.1 Reactor Building Plan at El 549'-10" 3C.14-2 14.2 Reactor Euilding Plan at El 576'-7" 3C.14-3 14.3 Reactor Building Plan at El 592'-10" 3C.14-4 (GER) 14.4 Reactor Building Section "A-A" (0*-180") 3C.14-5 (GER) 14.5 Reactor Building Section "B-B" (90*-270*) 3C.14-6 14.6 Weir Wall Plan and Elevation 3C.14-7 ' (G_E_R) h, 14.7 Weir Wall Sections & Details 3C.14-8 (GER) 14.8 Containment Vessel - General Elevation 3C.14-9 14.9 Containment Vessel Developed Elevation 3C.14-10 14.10 Containment Vessel Structural Support Sections 3C.14-ll 14.11 Containment Vessel Penetration Schedule 3C.14-12 14.12 Reactor Building Foundation Embedments Bottom Liner Plate Plans and Sections 3C.14-13 14.13 Reactor Building Platform Framing El 576'-7" 3C.14-14 (GER) 14.14 THIS FIGURE RAS BEEN DELETED 3C.14-15 14.15 Reactor Building Platform Framing El 592'-10" 3C.14-16 (GER) 14.16 THIS FIGURE HAS BEEN DELETED 3C.14-17 14.16a Reactor Building-Platform Framing Elevator Pit Framing 3C.14-17a 14.17 Reactor Building Piping Arrangeneit at El 550'-3" (GER) Zone 1 3C.14-18 s 14.18 Reactor Building Piping Arrangement at El 550'-3" (GER) Zone 2 3C.14-19 3C-xxi 14-020279
BFS KECW KTC4C<4 (f##'"/g LIST OF ILLUSTRATIONS (Cont'd) $$ 3-- Number "E 14.19 Reacter Building Piping Arrangement at El 576'-7" (CER) Zone 1 3C.14-20 14.20 Reactor Building Piping Arrangement at El 576'-7" (G_ER) Zone 2 3C.14-21 14.21 Piping Penetration Details Type 2 3C.1^-22 14.22 Piping Penetration Details _ Type 3 3C.16-23 14.23 Piping Penetration Details _ Type 4 3C._14-24 3C-xxil/3C-xxiii 14-020279
BFS N2DN
$$/M) LIST OF TABLES wsN)E Table Title page
-WK&<4 gfqgg 1.1.1 Summary of PSTF Tests 3 C .1- 4 EfdTf4 1.3.1 Summary of Specified and Realistic Design Values 3C.1-6
< 3.1.1 Sumary of Postulated Accidents Affecting Mark III
{g;gqq Structures 3C. 3-1 685 E4 4.1 Chugging Loads NNTEA 3C.4-23 WA% 15.1 Mark III Dynamie Loads and Affected Structures 3C.15-2 15.2 Specific Dynamic Loads Applied to Structures for LOCA Loads 3C.15-3 16.1 This Table Has Been Deleted 3C.16-4 3C-xxiv 14-020279
BFS APPENDIX 3C PART I INTERIM CON'AINMENT LOADS REPORT (ICLR) MARK III CONTAINMENT 3C-1 14-020279
((ggig BFS fKtKK4
$fdTK'((4 . . 22A4365 Rev. 2 -
Class I
.'f"'f('1 k.lfj -
October 1978 BS<M
'<GM EM4 MEM fiWLW4 GE@
EE<4 (8%8 F$(C$C9
!R<<$ INTERIM CONTAINMENT LOADS REPORT (ICLR)
EETI((($ 9 MARK III CONTAIhHENT RECG tWRf'1 NG
'4ECC(4 W4M EEG tt; -~ w . .c s ...a %di(@
- <C4(G WW#f4 EC(Cd WK5M K4FCTC4 L' 'K4 "
ka *
q(((((q Approved: Approved: - ,
gqqgg4 F. Reuter, Manager j R. Artigas 3ggg Mark III Containment Design Mark III Containment Engineering d
' ('d(((4 WM4
~T((T($
tMIE% K(C((<G MEM E' C C(C4 KEM l'4'6EM tW<<<4 KCEG K$(((( Approved: <3
./ .
Approved: [j ~{ [(((($ P. W. Ianni, Manager P. W. Marriott, Manager MR($'ffs Containment Design Containment Engineering EA6EM tc s << EG'C<<4 W>i,,
<<4,
)/,,ds,J,, NUCLE AR ENERGY ENGINEERING D6 VISION
- GENERAL ELECTRIC COMPANY
),Np'hN3h3] SAN JOSE. CALIFORNI A 95125 5 3 ens
- fgj GENER AL h ELECTRIC 3C-2 14-020279
BFS , 99)2 A DISCMIMR OF RESPONSIBILITY D>>>>>>>>2 >ME . >>'likl% This document is being mde available by General Electric Company '$$ WED) g,y uithout consideration in the interest of promting the spread of E?)NN technical knouledge. Neither General Electric Company nor the }}fs/M gg)3 individual authore: @%2b>>1 E)))M ky)pp)}) A. M2ke any varranty or representation, expressed or implied, Y))E)))$ uith respect to the accuracy, completenese, or usefulness of SM)))2 p))p)}}})) the informtion contained in this document, or that the use ffyf: of any information disclosed in this document may not VMb>>>l infringe priva+ely owned righta; >2B)>>2 >>>>>22 >>>EvM B. Assume any resporcibility for liability or damge uhich may D3})73
- pyyyyyyy result from the use of any informtion disclosed in thia
>>>>EN/))E document; or DER))) >3)D)?h>: C. Imply that a plant designed in accordance with the recorr:enda-0(EU))] 2M2 y);yp))) tiona found in thia document viii be 2icenaed by the ,,
'f n>,Tripp);
United States Nuclear Regulatory Corrrission or that it vill comply uith Federal, State or local regulations.
%+
P2DB >>ESE !T E M WM3 WMA DD)E SDM >>>BE WD)) M &)3 D223 >ED3 D392 MDP) P2))>>'P)2 wm E'D2 at 'l 3C-3 14-020279
BFS
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>>>>>>M ABS:MCT P&>M wmx
)
W)'b'1 Ynia technical report provides numerical information for thermt E)'>'E p)3)3py)y hydraulic dyratic loading conditions in GE FL rk III Reference Plant
)%))El pressure suppression contain ent system during a toes-of-coolant b@yyppy)>)3( M )'l relief valve discharge and related dynamic evente.
accider.t, safety
%>b>E Information and guidance has been provided to assist the contain-W9h'>>>2 p)))))))))'} ment designer in evaluating the design conditions for the varior.s f,)f structures t:hich fom the containment system. Observed test data, or lb>>>>>)))) calculations upon uhich the toads are based, are discussed. A fj,1 f class III supple.nent to this repor: (22A436SAB) includes additional >>>>>>/)))) proprietary information in' support of the load definition. >>>Db'D'i >>>>'))h>3 MD)3 #>'l>>>2 V'>>>b)'%
MM)' s D)D>b tMD)3. MB
@>Bh'i b't'>2B >>>23))2 1Mt%
PPP)N SM2)E$.N BP'Ef U#D5 BEQ
#2%B1 @MD D'A>>'Ti $!@l bem lWRi!
E'M'D: W#M b>3M B3 M $DR3 DDP/>>'i t@>32 >>>2D2 MBR 2)'M! 3C-4 14-020279
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~
- 1. INTRODUCTION 4WM M@
The NRC has forwarded to each Mark III project two sets of questions; one 8?2Ed regarding LOCA dynamic loads and one regarding safety relief valve dynamic M k @ g loads. The information in this document represents the General Electric gg h input for those loads where GE may have expertise from pressure suppression %% General Electric will use the design Mgqq and sefety relief valve test programs. load values specified herein as the basis for the 238 GESSAR license applica-K@' d f4 tion. Thus, General Electric is committed to the defense of the calculated fd @ M Other load g,gggg, design loads and corroborating test data and analyses to the NRC. fds'6fS values or smaller margins than those provided herein may be used if the archi-D5M,g gg tect engineer is willing to defend them through the licensing precess. $IfM43 M W;(ggg,, The architect engineer is responsible for the definition of load combinations, { M j3 which include loads of the type described in this document, as well as more M(YCf ggg normal loads such as deadweight, seismic, vind, missile impact, jet impinge-E N ment, etc. The. architect engineer is also responsible for determining the (E4fs$gggg ef fect of the above loads and load combinations on the structures and equip-ETE(4 ment. Thus , the architect engineer is responsible for generation of a project M5(f4 g(((qqq unique document that answers the NRC concerns. WW Em (qq'g((< During a loss-of-coolant accident (LOCA) and events such as safety / relief valve actuation, the structures forming the containment system and other [{d'((('4 structures within the Reactor Building experience dynamic phenomena. This
'f(G%4 these phenomena ggggq report provides numerical information on the dynamic loads that MTG impose on the Mark III containment system structures.
EEC{4 (( 6 MC(4 The loading information is based on either observed test data or conservatively KnCCC4 g(/g calculated peak values. The LOCA loading cocbinations are presented in the NN form of bar charts for each of the ccatainment system structures. In addition MM gqq. to defining the temporal distribution of the IDCA related loads, the bar EE charts identify other loading conditions such as seismic accelerations, dead-EM4 g f weight, etc. For each bar on the chart, reference is made to the section [6((('
)hbIIIs where specific discussion of the load is presented.
L%E(((< 14-020279 3C.1-1 9
BFS f1Td$$1 E}ESd To provide a better understanding of the various dynamic loads and their
. inter-relationships, Section 2 contains a qualitative description of sequen-tial events for a wids range of postulated accidents. The air clearing
$$'{$ loading phenomena associated with the actuation of a safety relief valve is z w g g< pg'g also described. { EM$id zegg g g 1.1 CONFIRMATORY TESTING IY65Idl ten yggggq Icpact and impingement load specifications for small structures affected by M@ suppression pool swell, are based on the results of the PSTF air tests con-f( M (@ gg{4 ducted in March 1974 and reported in Reference 9. The intent of these tests EITd was to provide conservative design data. It was recognized that the data NMd (' g g ((4 base s'uld require extension beyond that provided 13 the air tests and to
, achieve this, additional impact tests for both small and large structures
[(g(q(< were included in the PSTF schedule. These tests involved measurement of h pool swell impact forces on a variety of targets representative of small E((((((< structures found in the Mark III containment annulus, and are discussed in
'MG Attachment J.
g gg , E3 d"' Kt<<s4 g g4 This document relies on a large experimental test data base from the PSTF M(((T< program. See Table 1.1.1 for a summary of tests. The scaling of the large K((@ff ggqq scale and 1/3 scale PSTF precludes direct application to the prototype MK III.
$(5%@ Conservative interpretation of these tests results, employing dimensional IMETE4
(((((((g4 similitude scaling relationship, is used to arrive at specified design loads SIES for MK III. (See Attachment J.) (ET(G [(M EkIkk$ 1.2 DEFINITION OF LOCA ETETT4
'C<<<<< 'GM
( A loss-of-coolant accident (LOCA) is the sudden break of a high energy pipe gg K(((G in the reactor coolant, pressure boundary of the nuclear steam supply system. d(CG g(g The largest postulated break could be either the break of a main steam or fM(M a recirculation line. % is loss-of-coolant accident /LOCA) is the design LET<4 {4((qqq basis accident (DBA). Other small line breaks result in loss-of-coolant E6 accidents, and although their energy release does not result in large
/A 14-020279 3C.1-2
BFS D)h&E) ' dynamic loadings, their thermal effects may control the design of structures.
$$3))W The intermediate break accident (IBA) and small break accident (SBA) fall into E,)DE this category. The size of the SBA is defined as that which will not cause )s v. > #N/, automatic depressurization of the reactor. The SBA is of concern because it ON))
g)yy)git: poses the most severe temperature condition inside the drywell. Em
>}>>D3):
pp,))3,3 1. 3 DESIGN MARGINS
>>>>>B2 >>'5DD: >>})'))3 Table 1.3.1 su=marizes the loads due to a LOCA for the containment structures.
Reasonable design cargins are clearly shown by comparing the magn 1tude of the y values between the conservatively specified e esign values ar.d the realistic pgg expected loads. A similar case for showing the conservatism in the loads
>>)My)))) specified for relief valve actuation is given in Attachment A.
NED)E3 Dan >1 h>23@2 It is shown in this report that the MK III dynamic loading phenomna has been
>>)/>23325 p,gy,)3 conservatively bounded and the PSTF test data is conservatively luterpreted.
D)31)D)3 Parameter simulation has justified the application of the cest data to MK III J)MM p))gy; designs with adequate design conservatism added. Any further margin considera-h>>>M M) tions cannot be technically envisioned. In fact, where possible, the contain-ED>>>J
- )}),3)))) ment designer may chose to justify more realistic design values.
>>3/37/>2$ b>M3s NM MBD) >2MB >>)D)2 B1M >2D>M D>>>D3 DN2 DB)D>l >>>>>>M M)M >hnsn b>MW >S>>D)] >b>>M 'M)E 3C.1-3 14-020279
illsilillWisillllllHillifiJilHillBilHRillRillGilTable 1.1.1
SUMMARY
OF PSTF TESTS Area N umbe r Venturi Top Ventgi Initial Number Pool / Re fe r-Test of Range Subme rgence Pressure Blowdown of Vent Prima ry ence Series Blowdowns (inch) Range (feet) (psia) Type Vents Scaling Objectives
- Report 5701 21 21/8-35/8 2.0 - 15.5 1050 Saturated 1 Full 1. Vent Clearing 4 team
- 2. Full Scale Condensation Demo
- 3. Drywell Pressure 5702 17 2 1/8-3 5/8 1.93 - 11.97 1050 Saturated 2 Full 1. Vent Clearing 4 Steam s 5703 3 21/2-35/8 6.77 - 11.05 1050 Saturated 3 Full 1. Vent Clearing 4 m
L Steam 5705 4 1 - 4 1/4 6.0 - 8.0 1065 Air 2 Full 1. Pool Swell 7 Scoping 5706 7 4 1/4 6.0 - 10.0 1065 Air 2 Full 1. Pool Swell 7
- 2. Impact Loading 5707 22 2 1/8 - 3 7.5 1050 Air and 3 Full 1. Chugging 16 Steam 5801 19 21/8-3 5.0 - 10.0 1050 Saturated 3 1/3 1.1/3 Scale 11 Steam Demonstration
- 2. Pool Swell s 3. Roof Density g and AP w
h 5802 3 21/8-3 6.0 1050 Saturated 3 1/3 1. Pool Swell 11 e Steam gr# #&
IEWilillHililllEllilillislillHillilllHillfilllidi Table 1.1.1 (Continued) Area Number Venturi Top Ventg, Initial Numbe r Pool / Re fe r-Test of Range Submergence Pressure Blowdown of Vent Primary ence Series Blowdowns (inch) Range (feet) (psia) Type Vents S_calin g Objectives
- Renort 5803 2 21/8-3 5.0 - 7.5 1050 Saturated 3 1/3 1. 1/3 Scale Demo 11 Liquid
- 2. Liquid Blowdown 5804 5 2 1/8-3 5.0 1050 Saturated 3 1/3 1. Roof Density 11 Steam Density and AP Repeatability 5805 52 1-3 5.0 - 10.0 1050 Saturated 3 1/3 1. Pool Swell 12 g Steam Impact ,
h w 5806 12 2 1/2-4 1/4 5.0 - 7.5 1065 Air 3 1/3 1. Pool Swell 13 5807 20 1-3 7. 5 1050 Saturated 3 1/3 1. Steam 15 Steam and Condeasation Liquid s y *In general tests are not direct prototype simulations, but parametric studies to be used in analytic S model evaluations. O 3
11L111112181115111i111111J1E1211111111thilFILM Table 1.3.1
SUMMARY
OF SPECIFIED AND REALISTIC DESIGN VALUES Specified esign Basu. for Engr'g Load Design Estimate Analysis Test Section Comments STRUCTURE: Dryvell BREAK SIZE: Large Drywell Pressurization 30 psig 18 psig Model 4.1.2 Peak calculated 21.8 psig (Ref. 1) plus margin Ilydrostatic Pressure pil pil Standard 4.1.3 analytical techniques Bubble Formation 0 + 21.8 psid 18 psid Max pressure 4.1.4 equal D.W. y pressure g Y Wetwell Pressurizccion 11 psid 3-5 psid Model in 5801, 5802 12.1 Test shows pressure
- Supplement 1 5803, 5804 differential in the to Ref. 1 3 to > psi range Pool Swell Slug impact load 115 psi 60 psi 5706, 5801 12.1 Applies to small flat 5802, 5805 structures attached to D.W. (see Fig. 10.7).
See Attachment J. Froth impingement load 15 psi 15 psi 5706, 5801 Applies to smal._ struc-5802, 5805 tures attached to D.W. (see Fig. 10.7). See Attachment J. Velocity for computing 40 ft/sec 30 ft/sec Bounding 9.0 See Attachment I drag loads (slug flow) calculation 10.2 s Condensation Loads i7 psid 17 psid 5702, 5703 4.1.5 See Fig. 4.6.b for 7 (mean) 5801, 5807 pressure distribution o o Fallback Velocity for 35 ft/sec 20 ft/sec Bounding - 4.1.6
} Drag Loads calculation ih h '
IRRRisilillHIMHilHIROHilllRilllRIMERilliOH Table 1.3.1 (Continued) Specified Design Basis for Engr.g Load Design Estimate Analysis Test Section Comments Negative Load During -21 psid -15 psid Bounding 4.1.7 Assumes no vacuum relief ECCS Flooding calculation Chugging Gross structure 12 psid !1 psid 5801, 5802 4.1.8 Design pressures are 5803, 5804 +30 psig and -21 psid Loading within top 4.1.9.1 vent
- Pre-chug under- -15.0 psid -9 psid Bounding pressure (peak) (peak) calculation
-9.0 psid -9 psid (mean) (mean)
~ e Pulse (spike) 540 psid 500 psid 5707 Local and global pulse - m 1 (peak) (peak) train specified 214 psid 180 psid (mean) (mean) e Net force 250 kips 250 kips 5707 Local and global net (peak) (peak) upward vertical load 91 kips 75 kips (mean) (mean) Loading on drywell I.D. 5.1.4 Same as weir wall specification Loading on drywell 0.D. 5707 4.1.9.2 See Table 4.1 for dura-tion and frequency e Pre-chug under. -5.8 psid -4.0 psid pressure (peak) (peak)
-1.3 psid -1.0 psid
, (mean) (mean) o e Pulse (spike) 100 psid 75 psid (peak) (peak) 24 psid 20 psid (mean) (mean)
ilKilillHHHilRillisillHIRilillH11818H11111111101 Table 1.3.1 (Continued) SP e ified Design Basis E w 'g Load Design Estimate Analysis Test Section Comments e Post-chug 6.5 psid i4.0 psid oscillation (peak) (peak) 2.2 usi.I 11.1 psid (meeM (mean) STRUCTURE: Drywell BREAK SIZE: Intermediate ADS 4.2 See Attachment A Chugging 4.1.8- Same as large break - 4.1.9.2 specification STRUCTURE: Drywell BREAK SIZE: Small Temperature 330*F/310*F 310*F/ Bounding 4.3.1 3 hr at 330*F initially,- w 310*F calculation next 3 hr at 310*F w
~
. Chugging 4.1.8- Same as large break Y 4.1.9.2 specification e l3 s e O 5 s -
. . . s s . , h x -
Table 1.3.1 (Continued) SeP fed Design Basis E v 'g Load Design Estimate Analysis Test Section Comments STRUCTURE: Weir Wall BREAK SIZE: Large** Outward Load Due to Vent 10 psig 5 pstg Model in 5.1.2 First 30 eec of blowdown Clearing Ref. 1 5.1.3 Chugging 5707 5.1.4 Local and global loading specified e Pre-chug under- -2.15 psid -2.0 psid pressure (peak) (peak)
-0.65 psid -0.5 psid (mean) (mean) e Peak spike of pulse 43 psid 35 psid u train (peak) (peak)
P 15 psid 13 paid _ , 7 e (mean) (mean) y Inward Load Due to 12,800 lb f / 8000 lbg Bounding 5.1.5 Attachment 11 Negative Drywell vent (top vent) calculation Pressure Differential 6000 lb f (mid) 4000 lbf (bottom) Ilydrostatic Pressure pII pil Standard 5.1.7 analytical techniques STRUCTURE: Weir Wall BREAK SIZE: Intermediate ** ADS Attachment A STRUCTURE: Weir Wall BREAK SIZE: Small** Z Temperature 330*F/310*F Bounding 5.3 330*F for 3 hr initially a calculation 310*F for next 3 hr ci
** Chugging Loads on Weir Wall are the same for large, intermediate and small break accidcnts.
1K21811111111R1111111111K:R11E!I1111111HillilliEl Table 1.3.1 (Continued) Specified Design Basis for Engr,g Load Design Estimate Analysis Test Section Comments STRUCTURE: Containment BREAK SIZE: Large Water Jet <1 psig 0 psig Attachment G 5706 6.1.2 Test data is washed by bubble pressure Bubble Formation 10 psid 8 psid 5701, 5702 6.1.3 5703, 5705 5706 flydrostatic Pressure pil pil Standard 6.1.4 analytical techniques Pool Swell Loads for 10 psid 8 psid D.W. bubble 6.1.5 only large structures Attached Structures (bubble) pressure see bubble pressure y at Pool Surface 40 ft/sec 30 ft/sec Bounding 6.1.5 See Attachment I h Y (drag calculation $ velocity) Pool Swell at ilCU Floor 15 psi (froth 10 psi 5706 6.1.6 impingement) 11 psi 3-5 psi Model in 5801, 5802 6.1.6 Test shows pressure (flow AP) Ref. 1 5803, 5804 differential in the 3 to 5 psi rsnge Fallback Velocity for 35 ft/sec 20 ft/sec Bounding 6.1.7 Drag Loads calculation Post Pool Swell Waves 2 ft 2ft PSTF Tests 6.1.8 Negligible load Condensation Loads il psid il psid 5807, 5701 6.1.9 See Figure 4.6a (mean) 5702 Chugging 5707 4.1.9.2 See Table 4.1 for dura-w tion and frequency n 5 e Pre-chug-under- -1.3 psid -0.8 psid $ pressure (peak) (peak) O
-0.6 psid -0.3 psid (mean) (mean) h h -
HK3ERRiilHHillHilllE]IllElllillililHIEllLE Table 1.3.1 (Continued) S P ecified Design Basis for Engr.g Load Design Estimate Analysis Test Section Comments e Pulse (spike) 3.0 psid 2.2 psid (peak) (peak) 0.7 psid 0.6 psid (mean) (mean) e Post-chug 1.7 psid il.5 psid oscillation (peak) (peak) 11.0 psid 10.5 psid (mean) (mean) Pressurization 15 psig 5 psig Model 6.1.11 Peak calculated value (Ref. 1) is 9.8 psig plus margin Temperature 180*F* <150*F Supplement 1 6.1.11 Conservative calculated as p to Ref. 1 peak temperature is l'3~r v! STRUCTURE: Containment BREAK SIZE: In te rmediate Pressurization 5 psi 2 psi Bounding 6.2 calculation ADS 6.2 See Attachment A Chugging 4.1.8- Same as large breat 4.1.9.2 specification STRUCTURE: Containment BREAK SIZE: Small Temperature 220*F 185*F Bounding 6.3 Stratification (Dome) calculation Pressure 2 psig 1 psig Bounding 6.3 Typical value calculation Chugging 4.1.8- Same as large break
- r. 4.1.9.2 n specification I '
C$ *See paragraph 6.1.11 r? Q
k & 1 '. . ! : I' '
; b Table 1.3.1 (Continued)
Specified esign Basis for Engr'g Load Design Estimate Analysis Tert Sectien Comments STRUCTURE: Basemat BREAK SIZE: Large flydros ta tic pli pII Standard analytical techniques Bubble Formation 10 + 21.8 psid 18 psid Peak equal to 5706/4 7.0 10 psi over 1/2 pool D.W. pressure assumed to increase linearly to 21.8 psi. See Figs. 7.1 and 6.6 Condensation Load i'.7 psid 11.7 psid 5807, 5702 7.0 See Figure 4.6a 5701 Chugging 5707 4.1.9.2 See Table 4.1 for dura-m
.o tion and frequency , g ~ en e Pre-chug under. -1.8 psid -1.5 psid See Figures 4.8b 4
N pressure (peak) (peak) through 4.8f for
-0.8 psid -0.7 psid basemat attenuation (mean) (mean) e Pulse (spike) 10 psid 7.5 psid (peak) (peak) 2.4 psid 2 psid (mean) (mean) e Pos t-cliug 2.1 psid i2.0 psid oscillation (peak) (peak) 11.3 psid 11.0 psid (mean) (mean)
STRUCTURE: Basemat BREAK SIZE: Intermediate ADS 7.0 See Attachment A Chugging 4.1.9.2 Same as large break f o specification STRUCTURE: Basemat BREAK SIZE: Small U y g 4g 4.1.9.2 Same as large brgrA Chue,l.D b se specification w
E D iElllilitill M ilill K :ll Hilllilililillfill E l Table 1.3.1 (Continued) Specified esign asis for Engr'g Load Design _ Estimate Analysis Test Section Comments STRUCTURE: Submerged BREAK SIZE: La rge *
- Structures Velocity Computing Jet 60 ft/sec 40 ft/sec Reference 8.1.1 Loads (<3 ft) Attachment G 30 ft/sec 30 ft/sec Reference 8.1.1
(>3 ft) Attachment G Velocity for Computing 40 ft/sec 30 ft/sec Bounding 8.1.2 See Attachment I Drag Loads calculation Fall Back Velocity for 35 ft/sec 20 ft/sec Bounding 8.1.3 Drag Loads calculation g Condensation Loads 4 psid 2 psid 5701, 5702 8.1.4 Frequency 3 4 8 Hz 1 5703, 5704 - u m Chugging +2 psi +1 psi 5701, 5702 8.1.5 "
-10 psi -5 psi 5801 STRUCTURE: Submerged BREAK SIZE: Intermediate *
- Structures ADS See Attachment A STRUCTURE: Submerged BREAK SIZE: Small**
Structures No additional loads generated
** Chugging loads are the same for large, intermediate and small break accidents.
5 e a 0 w
Table 1.3.1 (Continued) Spe ied Design Basis Ew ' g Load Design Estimate Analysis Test Section Comments STRUCTURE: Structures BREAK SIZE: Large at Pool Surface Bubble Formation Drywell 21.8 pail 18 psi Equal to D.W. 9.0 Large structures only pressure Containment 10.0 paid Attenuated D.W. pressure m Velocity for Computing 40 f t/sec 30 ft/sec Bounding 9.0 ,o Drag Loads calculation w 4 Fallback Velocity for 35 ft/sec 20 ft/sec Bounding 4.1.5 to
- Drag Loads calculation -
5 STRUCTURE: Structures BREAK SIZE: Intermediate at Pool Surface ADS See Attachment A STRUCTURE: Structures BREAK SIZE: Small at Pool Surface No additional loads generated (See large break tabulation) Z A 8 0
lillDEllERMilMlMKillEIMMillimigig Table 1.3.1 (Continued) SP ecified Design Basis for Engr,g Load Design Estimate Analysis Test Section Comments STRUCTURE: Structures BREAK SIZE: Large Between Pool Surface and ilCU Floor Slug Impact Loads Small flat structures 115 psi 60 psi 5801, 5802 10.1 See Attachment J 5805, 5706 Piping 60 psi 30 psi 5801, 5802 10.1 See Attachment J 5805, 5706 Froth Impingement Loads 15 psi 15 psi 5706 10.1 See Attachment J and Figure 10.6 Es Velocity for Computing 40 ft/sec 30 ft/sec Bounding 10.2 See Attachment I. See - h r Drag Loads calculation Figure 10.3 for grating h loads Fallback Velocity for 35 ft/sec 20 ft/sec Bounding 10.3 Drag Loads calculation STRUCTURE: Structures BREAK SIZE: Intermediate Between Pool Surface and IICU Floor No additional loads generated (See large break tabulation) STRUCTURE: Structures BREAK SIZE: Small Between Pool Surface and llCU Floor i No ado;tional loads generated (See large break tabulation) I
AllRillHilHERIHlalEllilillHHilllMHER Table 1.3.1 (Continued) Spe led Design Basis Ew ' g Load Design Estimate, Analysis Test Section Comments STRUCTURE: Expansive BREAK SIZE: Large Structures at IICU Floor Elevation Wetuell Pressurization 11 psig 3-5 psig Model in 5801, 5802 11.0 (3-4 sec) (1-2 sec) Ref. 1 5803, 5804 Froth Impingement 15 psig 10 psig 5801, 5802 11.0 See Attachment J (100 ms) (100 ms) 5805, 5706 discussion Flou Pressure 11 rsig 3-5 psig Model in 5801, 5802 12.0 Test shows pressure Differential Ref. 1 5803, 5804 differential of 3 to 5 psi g L Fc11back at..: Water 1 psi 0.5 psi Bounding 12.0 Based on water flow , y d es Accumulation calculation through IICU floor STRUCTURE: Expansive BREAK SIZE: Intermediate Structures at llCU Floor Elevation No additional loads generated See large break tabulation STRUTURE : Expansive BREAK SIZE: Small Structures at !!CU Floor Elevation No additional loads generated See large break tabulation g GENERAL, NOTES TO TABLE 1.3.1
- 1. Wiiere S/R valve loads are specified in the applicable bar charts, refer to Attachment A, h
o Section AS.6 for margin discussion, y 2. Not all loads for IBA and SBA are tabulated. Generally the large break load condition will govern. h hN N
BFS
- 2. RZVIEW OF PHENOMENA E3M h M2 PMMThe purpose of this section of the report is to qualitatively review the sequence g'
. psppjof events that could occur during the course of the design basis accident (DBA),
Nb Osib')an intermediate break accident (IBA), a sc:all break accident (SBA) and during
))'g'i>jp); safety relief valve actuation. The objective of this review is to provide an NN5M h!Bb>2) understanding of the various pool dynamic loads and their inter-relationships, 'Enl),92 and to define the dynamic loading terminology. Specific design load values are N S)p gpj)g rovided in subsequent sections. $'92d$
p ,, 2.1 DESIGN BASIS ACCIDENT (DBA) WhlM gg The Figure 2.1 chart shows the events occurring during a DBA and the potential elm loading conditions associated with these events.
@ 223 i%b2 Nfy With the instantaneous rupture of a steam or recirculation line a theoretical $hm ;,y,pg; sonic wave exits the broken primary system pipe and expands into the drywell l([M3 atmosphere. At the break exit point, the wave amplitude theoretically is w/,P'#>:
ggfjj! reactor operating pressure (1000 psia). However, there is rapid attenuation
/
as the wave front expands spherically outward into the drywell at sonic velocity. MRE As the dryvell pressure increases, the water initially standing in the vent sys-D,$TiJ tem accelerates into the pool and the vents are cleared of water. During this M
'[%'(3g ), vent c1 caring process, the water leaving the horizontal vents forts jets in the MM suppression pool and causes water jet impingement loads on the structures within Wl%*]E q,g the suppression pool and on the containment wall opposite the vents. During the DM>D 2 vent clearing transient, the drywell is subjected to a pressure dif ferential DBEl pj))p,N),)] sad the weir wall experiences a vent clearing reaction force.
GM)M i%Q% ggg Iccediately following vent clearing, an air and steam bubble forts et the exit of the vents. The bubble pressure initially is assumed equal to the c2rrent >))))),'b))) drywell pressure (peak calculated is 21.8 psig). This bubble theoretically transmits a pressure wave through the suppression pool water and results in
> loading on the suppression pool boundaries and on equipment located in the +m gg suppression pool.
!DR)>'S 3C.2-1 14-020279
BFS 77g,q g As air and steam flow from the drywell becomes established in the vent system, f((((((( the initial vent exit bubble expands to suppression pool hydrostatic pressure. ' GE Large Scale Pressure Suppression Test Facility (PSTF) Tests (Ref 4) show that ' [(@M the steam fraction of the flow is condensed but continued injection of dryvell KtC<<<< geggg air and expansion ,f the air bubble results in a rise in the suppression pool !T4Mf4 surface. During the early stages of this process, the pool swells in a bulk E'EM ggmode (i.e., a slug of solid water is accelerated upward by the air). During NEffd$ this phase of pool swell, structures close to the pool surface will experience ??!N!M 'ffgg((gloads as the rising pool surface impacts the lower surface of the structure. M ($ ee S Figures 2.2-4, 2.2-5, and 2.2-6. In addition to these initial impact loads, 'U% gfyg these same structures will experience drag loads as water flows past them. g"/amg Equipment in the suppression pool will also experience drag loads. [IS$'Id k4WMy h' hData from PSTF air tests (5706) indicates that after the pool surface has risen a w approximately 1.6 times the initial submergence of the top vent, the water gg M E @ ligament thickness has decreased to two feet or less and the impact loads are W M $ssignificantly reduced. This phase is referred to as incipient breakthrough; MM g g i.e., ligament begins to break up. d(M4 - K41MG $' '{g4g(/q Ligament thickness continues to decrease until complete breakthrough is reached M$and the air bubble can vent to the containment free space. The breakthrough ism 6 ((fggprocess results in formation of an air / water froth. 6AI23 1%M kQR{$ Continued injection oi drywell air into the suppression pool results in a period
' of froth pool swell. This froth swell impinges on structures it encounters but K@d the two phase nature of the fluid results in loads that are very much less than
$ndk?d ,gg;gthe impact loads associated with bulk pool swell. g KE6 REW g g gWhen the froth reaches the elevation of the floors on which the Hydraulic Control SICMUnits for the Control Rod Drives are loedted, approximately 20 feet above pool W$7d!Id g g level, the froch encounters a flow restriction; at this elevation, there is Eddapproximately 25% open area. See Figures 2.2-2 and 2.2-3. The froth pool swell Ed'M ggg'g'gexperiences a two phase pressure drop as it is forced to flow through the mag 7,g) available open areas. This pressure differential represents a load on both the g(g4Qfloor structures themselves and on the adjacent containment and drywell. The IE4 result is a discontinuous pressure loading at this elevation. h 3C.2-2 14-020279
BFS g/(g Figure 2.2-1 is a diagram that summarizes the various phases of pool swell and E T O the nature of the dynamic loading conditions that occur. It should be empha-E4KC(4 g(g4q sized that the pool swell elevation information presented on Figure 2.2-1 is EEN ased b on an assessment of the PSTF air tests. As such it is considered con-
/
servative since the PSTF air test data have been interpreted and used in a EE N conservative manner. r'K(M KTM The pool swell impact and it:pingement target data presented in Section 10 of M{$dthis document is applicable to small structures. This restriction on the M 25 ggapplication of the impact test data is necessary since the basic tests involved KG M tarjets with a width of 20 inches. For this size target, only the suppression NUM ggpool water in the in=ediate vicinity of the target has to be re-directed by Id(G thc impact impulse, thus, the impact loads are not dependent upon the pool swell
- <CM (eqq water ligament thickness. Attachment J discussed application of PSTF impact
, ,, data to small structures.
EM ETd orF floors that are expansive enough to decelerate a large sector of the pool KO g<gqqrather than a small region of the pool in the vicinity of the target, the impul-f sive loading on the floor is dependent upon the momentum of the entire slug and K((@is related to slug thickness.
,'(TM4 M '@
E@dAs drywell air flow through the horizontal vent system decreases and the air / [?g&!Puater g suppression pool mixture experiences grsvity induced phase separation, E'EOd During this W SWSl pool upward movement stops and the " fallback" process starts. gggprocess, floors and other flat structures experience downward loading and the
%% containment wall theoretically can be subjected to a small pressure increase.
h6EGd g'{ggHowever, this pressure increase has not been observed experimentally. EM85@ MM gg7he pool swell transient associated with drywell air venting to the pool
}j typically lasts 3 to 5 seconds. Following this, there is a long period of ggghigh steam flow rate through the vent system; data indicates that this steam f will be entirely condensed in a region right at the vent exits. For the DBA MG reactor blowdown, steam condensation lasts for a period of approximately E4E4@one w gfgg minute. Potential structural loadings during the steam condensation phase dWof the accident have been observed, are relatively small, and are included in T4KC4M the containment loading specification.
3C.2-3 14-020279
BFS , gggg sAthe reactor blowdown proceeds the primary system is depleted of hi@ energy
-T((M fluid inventory and the steam flow rate to the vent system decreases. This % KWg g gq reduced steam flow rate leads to a reduction in the dryvell/ containment pressure g
ISE(4 differential which in turn results in a sequential recovering of the horizontal
'45M@
g gg vents. Suppression pool recovering of a particular vent row occurs when the { vent stagnation differential pressure corresponds to the suppression pool hydro-g'(((h static pressure at the row of vents. [%$Mf3 WVa g'gg Toward the end of the reactor blowdown, the top row of vents is capable of con-ff $ densing the reduced blowdown flow and the two lower rows will be totally L'C'ATQ recovered. As the blowdown steam flow decreases to very low values, the water E('M ggg in the top row of vents starts to oscillite back and forth causing what has f(MQ become known as vent " chugging." This action results in dynamic loads on MIM'4 g g the top vents and on the Weir wall opposite the upper row of vents. In
$$ N addition, an oscillatory pressure loading condition can occur on the drywell E4E4 gg((4gand containment, but is insignificant. Since this phenomenon is steam mass E M flux dependent (the chugging threshold appears to be in the range of 10 lb/
EM g g(((qsec/ft2) it is present for all break sizes. For smaller breaks, it is the TITO only mode of condensation that the vent system will experience. i Shortly af ter a DBA, the Emergency Core Cooling System (ECCS) pumps automatically [(('@'j start up and pump condensate water and/or suppression pool water into the M M' gg@ reactor pressure vessel. This water floods the reactor core and then starts to
'$$$G cascade into the drywell from the break; the time at which this occurs depends MM*
g y,upon break size and location. Because the drywell is full of steam at the time El6M4!of vessel flooding, the sudden introduction of cool water causes rapid steam M@ {gggg condensation and drywell depressurication. When the drywell pressure falls EEMbelow the containment pressure, the drywell vacuum relief system is activated WlN gg and air from the containment enters the drywell. Eventually sufficient air NU returns to equalize the dryvell and containment pressures; however, during this EE d g g g4 rywell depressurization transient, there is a period of negative pressure on EL D the drywell structure; a conservative negative load condition is therefore speci-M Id (MK(q fled for drywell design. EM t<<e 1(((L'(((Following vessel flooding and drywell/ containment pressure equalization, sup-N ression p pool water is continuously recirculated through the core by the ECCS " T 3C.2-4 14-020279
BFS (g'f'((g pumps. The energy associated with the' core decay heat results in a slow heat up 4 E El MM@ of the suppression pool. To control suppression pool temperature, operators irggvill activate the RHR heat exchangers. After sevm al hours, the heat exchangers dwh$3 control and liuit the suppression pool temperature increase. The suppression h(gjjpool is coaservatively cniculated to reach a peak temperature of 173*F and with UNMdlong EM M tena contaiutunt spray operation the peak ter:perature can approach 180*F.
$6fyjg(g The increas : in air and unter vcpor pressure at these temperatures results in a h pressure loading of the containtent.
MMfM g-gihe post DBA containcant heatup cnd pressurization transient is terminated when EdEf4N the RHR heat exchangers reduce the pool temperature md containment pressure to EEfd3 ggnominal values.
@I@Ul@
Em
' gggg g 2.2 INTERMEDL\TE BREAK ACCIDENT (IBA) iV&%ft hM ggAn interradiate size break is defined as a break that is less than the DBA but is Idf$dMN5of suf ficient magnitude to automatically depressurize the primary system due to
[ggq< loss of fluid and/or autocatic initiation of the ECCS systems. In practice, this
$fmeansliquidbreaksgreaterthan0.05ft 2 and steam breaks greater than 0.4 f t2 d!M41'sas ( determined by analysis.
ME'ZG WLd4 cad}In general, the magnitude of dynamic loading conditions associated with a loss of coolant accidents decrease with decreasing break size. However, the inter-M6Alcediate break is examined because the Automatic Depressurization System (ADS) N$'d gq( may be involved. Simultaneous actuation of the multiple safety / relief valves M M committed to this system introduces significant containnent system loads , as M5f'fd'43 gfg'q'jdiscussed in Section 2.4. (#1%~1 tilGUR (g' g2. g 3 SMALL BREAK ACCIDENT (SBA) WR5 MM pfg(gSmall breaks are defined as breaks not large enough to automatically depressur-N IAN'$$i ze the reactor. Acciient termination is dependen6 upon operator action and the MMjduration of the accihnt is determined by operator casponse. The dynamic loads produced by this class of accident are small. However, there are certain con-3'<'4'('(Qditions associated with smaller reactor system breaks that must be considered
- KMG'f4 g during the design process. Specifically, the drywell and weir wall must be 3C.2-5 14-020279
BFS Mf$ dasigned for the thermal loading conditions that can be generated by a small steam break (SBA) . For a definition of the design conditions, the following L sequence of events is postulated. $ Ny WSEN$
!5UEss With the reactor and containmnt operating at maximum normal conditions, a small ??N?$g$
g<g break occurs allowing blowdown of reactor steam to the drywell. The resulting Nb rywelld pressure increase leads to a high drywell pressure signal that scrams (MfM'4
%'?E'y the reactor and activates the containment isolation system. Drywell pressure f}'fN continues to increase at a rate dependent on the size of the assumd steam
{'(d7G{ leak. This pressure increase to 3 psig depresses the water level in the weir g%M$$ g annulus until the level reaches the top of the upper row of vents. At this 7dG tim, air and steam enter the suppression pool. Steam is condensed and the air ESM gg passes to the containment free space. The latter results in gradual pressuriza- .EM tion of the containment at a rate dependent upon the air carryover. Eventually, KMYi((4 gg{4 entrainment of the drywell air in the steam flow through the vents results in all EM the drywell air being carried over to the containment. At this tire, containment Efd g< g pressurization ce-aan. The drywell is now full of steam and has a positive kM pressure differential sufficient to keep the weir annulus water level depressed MK(d d'R$ to the top vents and chugging can occur. Continued reactor blowdown steam is ' h f condensed in the suppression pool. ' d'fd E GKGU gp;gg The thermodynamic process associated with blowdown of primary system fluid is S{M Ksone of constant enthalpy. If the primary system break is below the RPV water d'ElG g g icvel, blowdown flow consists of reactor water. Upon depreesurizing from IfdE\'4 reactor pressure to drywell pressure, approximately one-third of this water {Dt%'@ g(gg flashes to steam, two-thirds remnin as liquid, and both phases will be in a EN E saturated condition at drywell pressure. Thus, if the drywell is at atmos-Efdd gggggg pheric pressure, tha steam-and-liquid blowdown will have a temperature of 212*F. E'iME@ KEM g ' rfg If the primary system rupture is located so that the blowdown flow consists of EAD$N reactor steam, the resultant steam temperature in the drywell is significantly Esi{Gi $q/&'<@ higher than the saturated temperature associated with liqdd blowdown. This is because a constant enthalpy decompression of high pressure saturated steam MQ$ results in a superheat condition. For example, decompression of 1,000 psia saturated steam to atmospheric pressure results in 298*F superheated steam E({g (86*F of superheat). "' 3C.2-6 14-020279
BFS ((q'((gReactor operators are alerted to the SBA incident by the leak detection system, q)nor high drywell-pressure signal, and reactor scram. For the purpose of eval-
? uating the duration of the superheat condition in the drywell, it is assumed that operator response to the small break is to shut the reactor down in an
/ < orderly canner using selected relief valves and with the RHR heat exchangers g,g controlling the suppression pool temperature. (This assumes the main condenser
'f(E(@is not available and the operators must use the suppression pool for an energy fbsink. In all probability, the condenser would be available and the suppression
[@Tdpool vould not be involved in the shutdown.) Reactor cooldown rate 13 assumd K's(M ggto be started 30 minutes af ter the break and at 100*F/ar. Using these procedures, EWT41eads to a reactor cool-down in approximately three to six hours. At that time, N!?E$t$ grggggthe RHR system (in the shutdown mode) mnintains the reactor at 212*F or less and ENthe blowdown flow rate is terminated. It should be noted that the end-of-( Wl'd8 g(((gblowdown chugging phenomenon discussed in Section 2.1 will also occur during a EN small break accident and will last the duration of reactor depressurization. EiE'23 W5Mt
$2 k$%$ . 4 SAFETY RELIEF VALVE ACTUATION f?fff { In addition to loads on the valves and discharge piping, actuation of the (lRR!fsafety/ relief (S/R) valves causes pressure disturbances in the suppression pool ECM ggwater which results in dynamic loads on the suppression pool floor, the weir EC65 wall, the drywell and the containment adjacent to the pool. Structures in the NEC8d!
gggpool also experience this loading. Relief valve actuation can be initiated fEMeither automatically by a reactor pressure increase to the valve setpoints or NNO g'/gggby an active system such as ADS. U'dNO WiMi g(((f The phenomena which cause these loads is as follows. Prior to actuation, the EST'S/R discharge lines contain air at atmospheric pressure and a column of water in
$@M f<R'gg the submerged section. Following S/R valve actuation, the pressure builds up inside the piping and expels the water colu=n. The air follows the water TMgthrough the holes in the quencher arms and forms a large number of small bubbles.
0 0nce in the pool, the bubbles expand, coalesce and form four large bubbles. KE(C(4 fE@Each of the four bubbles expands analogous to a spring and accelerates the sur-Ed@ yg rounding pool of water. The momentum of the accelerated water causes the bubble Kf[<!to over-expand and the bubble pressure becomes negative. This negative pressure E<dslows down and finally reverses the motion of the water leading to compressic n 3C.2-7 14-020279
BFS ('ggggof the bu%1e, This sequence of expanhion and contraction is repeated with a
.NffMmaximum Add (G frequency of about 12 Hr until the bubble reaches the pool surface.
"MM s ETIENThe bubble oscillation causes oscillating pressures throughou'. the pool. The
$$$M 'ggggmagnitude of the pressure amplitude decreases with time and with distance from !N0lEIdt he bubble. ' The duration of this load is less than 1 second (See Figure 2.3).
YOM
.tGM EfIn evaluating the Mark III structural loads and containmeat/drywell capat 'lity hit is necessary to properly account for the hypothetical accident related loads 5(@Mt gg4-(4and their sequence of occurrence. In defining the loads for this evaluation, SMT@f this report addresses the design basis accident (pipe break) and the loads WiU ggassociated with the hypothetical concurrent earthquake, pool dynamics, and !Td W l' Astatic loading. The ability of the design to accommodate these loadings, when Nii$14 ggproperly sequenced, constitutes the design basis of the structure. This design basis includes the single failure criterion; i.e. , any single component may g.ygg'g fail to act when called upon.
M12M IN(M
;((((ggThis report also addresses an additional consileration namely the inadvertent opening of a single S/R valve. The opening of a single valve is not a direct '
Mf(@ result of i.he LOCA and, furthermore, is not an expected occurrence during the % EMRd ggaccident sequence. However, the loading chart figures show the loads associated Mffswith a single safety /reliet valve actuation as an additional load for deron-
$fR6j ggstrating additional capability.
ME's4 3!EM (44g' ggSafety relief valve loadine data is discussed in Attachment A. MM !E4MJ g q g 2.5 OTHER CONSIDERATIONS MES3 MEG ((;qqqgIn addition to the LOCA and S/R valve dynamic loads that have been identified in lt b5Nhh(d(he $5D preceding sections, other loads must be considered grf'qg deadweight, seismic accelerations, etc.) These loads are included in the f5 ' NdEdT(loading diagrams contained in this report. KCC4 M 48 Ms MGt
///
3C.2-8 14-020279
BFS ((/g4 EVENT
- POTENTI A L LOAOING CONDITION *
,@(((4 e COMPRESSIVE WAVE /g' '(g/4 LOCA OCCURS ORYWELL PRESSURE RISES LOAOING ON CONT AINMENT e SONIC WAVE LOAOiNG OF b kN ORYWELL CC<st<4 KMC4 y rese e JET IMPINGEMENT AND SUBBLE VENTS CLE AR AND VENT . PHESSURE LOAOS ON THE gs AIR / STEAM FLOW STARTS #
CONTAINMENT
'((((f{(<g
( e VENT CLEARING ANO VENT vfpps,gg, FLOW AP ON ORYWELL A'+h*' e Ot/TWARO FLOW aP ON WElR ( WALL tr<M4 Y e fMPACT LOAOS ON LOW
'(('s(($ POOL SWE LLS IN , STR UCTUR ES
/gg A BULK MODE "
e ORAG LOACS ON STRUCTURES IN AND A80VE THE POOL KfCC4 ER<@ y K<CE E!M
<ggggg SREAKTHROUGH K<<@
KCCKCG MME4 Y' "V POOL SWE LL CONTINUES IN A e FROTH IMPINGEMENT ON 3
\
' FROTH' MODE AND ENCOUNTERS m HIGH STRUCTURES Y$d'd"(I' FLOW RESTRICTION AT HCU e FLOW AP ON HCU FLOOR
'(((((((j FLOOR g AND AOJACENT CONTAINMENT K( 6 p an N((h OR YWE LL VENTING % e 'F ALL B ACK' LOADS ON
({@fd COMP L ET E STR UCTUR ES Nkb y ECM y M W (4 MQ g' {g/g4 STEAM CONOENSAflON (N POOL AT VENT ExlTS
'#
- CONOCNSATION LO AOS (kNb EEK4 I e WEIR WALL AND ORYWELL Q { 'Q SLOWOOWN ENOS --
LO AOS OUE TO CHUGGING ME4 EM 4 ream e NEGATIVE PRESSURE ON WEIR
,1M Ef ECCS FLOCOING OF RE ACTOA WALL, ORYWELL AND ITS
[g{g VESSEL AND ORYWELL > PEN ETR ATIONS
- , - DEPRESSURi2ATION e NEG ATIVE rLOW AP ON WEIR E<<ta i CC(Md V t(em "
bb TH PO '#
- CONTAINMENT PRES $URE LOAD EMd4
[((((<@ *ALL POTENTIAL LOCA OYN AMIC LO AOS ARE IDENTirlEO. BUT ALL ARE NOT SIGNIFICANT ISEE TEXT FOR DETAILS) EC<tc Figure 2.1. Loss-of-Coolant Accident Chronology (DBA) - 14-020279 3C.2-9
BFS MD>M w<o ,, WD)>1 O o o o o FDD>'l o D}B2 o q BDE O 0 O DPD3 D GM D o 22Ms o g o hl,,'b}$$ SPR A Y Q
>>'&D)>2 0
)
p',g,',)p')] g 6 - N0 51GN,FICANT LOADS
>%M ihDR3 0 4 D g
DX93 992
- 9 23
- o n
S>2M o Wbk2 mm >
#DM '
p,py)3 20 8% DDE ooe0 0 BM O pp>DR2 6 p 6 PnOTs BD3 g O g .
. tow iuPi~Geuc~1 LOAoS h))))) LOW ORAG LCADS DM D)D>'
Q3 6 Q G VDM % D A Q o G Ea$$ DDD2 m 12 f t D M' D' D'B'E EMP>2 NA3 DBW2 ......_... p>M - ... E:E:i:i:E:i:::E:i:i:E:i:E:i:i:E:i:E:E:i:i:i:i:i:i:: _ s,Gs StuG vetociTieS
@)))>2 555555s5555555:55_s51:55_55j.
ggy =:_= :::::::_ _ __- ::__ = _ o, slGH
,, IMPACT to ,,, LOADS
@) W W3D>'1 93))'
DD>D,' hM)) 0 INITI AL POOL SURF ACE ggy _ -: _ : --:=. :,__ _ _ . :_ - :- SPE
>>>>D>'
D)>D>'; K'E's'K4 Figure 2.2-1. Schematic of the Mark III Pool Swell Phenomenon 14-020279 71.2-10
BFS EfC<4 Kt'<t((
\ CONTAINMENT ETC4 oRYWou W(%#
ggg<gg suleto ggg stoG ..- KM ' K4"<<< . .
@- c
!KCC(4 44 'j'gg ICCM F0% .o -
KMiB Qc - Hcu
'd$':4 EM4// /
a t , , , ,, o ,s fM h'i'
--> +- 2 f t 2 i9 KKC<
XMCG LR4 (\kk($k 4 ft WIDE GRATING
~
(QQg( FLOOR ON BEAMS
~
WN/?< N Nd WM o f t 0 in. --> e s k(k( EL (-) 5 f t 6 en.
'((($r'( 7 f t 6 in.
k\((kk SUMP WEIR ((((( s'T(4$$TI WALL CL (-) I1 f 2 in. HWt y kkskNM
' CL (-) 11 f t 8 e i. LWt.
~
-- - --^ ----
^^^
HORIZONT A L
'O
' VENTS N\g' sis (^\s
$$kdh :f"'Q o
" g^ ,/ 27-1/2 in lo
/ 'e TYPICA L EfR4 ggf((g a a V'
'! E L (-) 21 f t 0 in g{,o e EtW4
' qgq q a
- of8 n.; 12 it 11 e'. 3 e ig ,,, v. aoooopo.j s, o g,
'M%%
G ?') - e ,t s .n. 1 - p KtGM d"S i ,uo "h Em,,,K,4 CL (-l 31 f 7 en. v S.b
=o Y 0gu O
>. W? Q k ? c*o$
NWG$ . .?f.;. l V N'EW'4 0.$
o V.3
~."
o Em S'WE4 ERM . ilEG Vtm,\y,4 g gy
'e*x NN
_4 NOTE: To obtain respective Black Fox Station elevations add
\,,M,,,,,,$,
j f' 581 feet, 10 inches to the MN\ x elevations shown on this NNNY figure. (E(k'Md Skuts4 M{Q Figure 2.2-2 Typical Suppression Pool Cross Section 238 Plant 14-020279 3C.2-11
BFS
/ EQUIPMENT REMOVAL HATCH ELEVATOR
%]
k @
^ \
g
@ #a Ess ss Esss
+
e#
#\
#a sss 5 559 5 557 sp ~
. . . HCU MODULE
.? (TYPICAL) x -
O
}
<n=r B W T 4 STEAM TUNNEL PLAN AT ELEVATION 592'-10" FIGURE 2.2-3
. -12 14-020279
BFS Kf<CC'd
^
K((((t KC(CC(4 TIP ORIVE UNITS K(t<<< (d((%K4 KCT(C4 es N ( hh /
- e-4 ,o s N1N(d NI'M E4 #,
-o-
's s
(d(E4 Ci #- " o yugqq '4-25 *o ggm ,
*Y .._ "pg. . i l
M<<<4 o .. ($$(((f 'S .. o.$ ~ *$: ' e (((((({f ?.* D K .c t(t<((q 7g% , [(T[QQA l l l ('Ts'(dQ 6 ft 9 ft t' << i r((<(((4 KC<<<4 r(4s(E4 KC((<4
<KK (4 V
- <<&ca /
Keta ME fide'k4 E L (-) 5 ft 3 in-mm .e S KCCE<<1 gi _ :: o ' ((CQ r,- d4 _ - ^ > - - > < < > < < < ^ - SUPPRESSION POOL R(('d'(((4 Qi h6* ' H.W.L. (-) 11 ft 2 in. { .Q%. 1 .(56DTdd EMki@ EtWa M42 t"4tttC4 EEK M [7f(((({ NOTE: To obtain respective Blaek '(((((<((j Fox Station elevations add '(('@ SECT A-A ' (({f(( elevations shown on this l(((!((Q figure. C M (46
- C C W 4 KQd'((( Figure 2.2-4. Containment Floor Drain Sur:p 238 Plant 14-020279 3C.2-13
BFS KK%Ct4 ET(@ ^ a
~
- <<<tC4 M'@ A d.i A if(&('<# --- m e; -
a Et<<(4 '(MC4 f \' T- A CC4KC4 . e .. . !.p.: swieto KCCC(41 ilibt iJ &. uc MCCE< 6* Q- j&- gga K<<CC4 I
*tb.
M CG $ I / [< M C< onyweet i ,
, it 'i o a.
K4K4 l g '<<<<G l \ de, - - w- [< W <4 - R<<<4 I hge.r ('((((((f PERSONNEL l ,
- EC((4 I
((tCM i I . V(CGK4 g g4 g 4.::$. K4M4 M Y gg((C4 gqqq 7..'c.:.@0f o.no o M o. i n s .n. MC@ EECTC4 . i T,'s .n. K<<C49 KC(M t<t<<s Ef6
!MtWi$
gqqggq Y i N ., .
. ._ et i-i s ti a .a.
REG 4 2 n o .n. PH TS* . gt<ggg ti6 i..% ggg gp! 2 ", s .a-EMd * " o 'a-T R'CM C4f2C<<4 r , T5,: u _-_- - - - - ggg y = su,, ness,ou ,cou gggg i n o .n. , g6f.Mg t s.n t. <-> n a 2 .e (S M 4 I Ess
'f(gyg 4 *-6fto.n 9 NOTE: To obtain respective Black Lum, u Fox Station elevations add gg , ,
581 feet, 10 inches to the y ,
, elevations shown on this f - figure.
(4EM@ gq(qqg Figure 2.2-5. Containment Equipment Drain Sucp 238 Plant 14-020279 3C.2-14
BFS i FLOOR OR AIN SUM 8 SELOW k(((M (SEE rIGURE 2.2 4) ECulP OR AIN suup8ELOW [xT(di ' (SE E W. 1251 MM4 ' RKTM E(@ E(C(C< EKC(C t<<<C(4 A_ KtC((q< , t=
==
EM [((CG i M8.of .
. v,A<
f !<<<<< ::p V f(C'M . ;.o .
- <CC(C'C< l E L <-> s t, s .. 4.':
'<(<<K(4 .
\
[(((((CM SHI E LD .ffi 3 ( b KC(isT< atoo g .:5 ; ggq m n .t. g E(CCCM NECG .$ r- 4 - R,v , M^ K(C(C4 , 0 + 0 [E"5c ECM1 1 c I"h- - - - rarM4 K( W ' Ed r<<cc<< rE<a a 6 gem . . :- MKM REM RW6$ Kf(CC4 i C ' , u, oN up
-we o yy db%ns o.....a;.y EM Mss ! ,f EE4C4 y K KC4 EMr(4 ORvWELL
[E M REW < (N ,@IR<G E L (-l 5 f t 3.n. e I CONTA:NMENT NOTE: To obtain respective Black Edl$4 Fox Station elevations add EMEC$ 581 feet, 10 inches to the {$$$61(@ elevations <thown on this NTIM figure. W&%% KT M 6 K<KK< EIddN ECECd Figure 2.2-6. Plan At Elevation (-) 5 f e 3 in. 14-020279 3C.2-15
i D to 1R111111111111511115118111111518i1111111 0.60 sec DECAY 4 ._ l NOTE. l 1. PRESSURE FREQUENCY p PMAX ', 0125 sec" RANGE 5 - 12 cyc/sec l l I 3/4 PMAX g F 1/3 PMAX P W
- g r;2 -
m I o I i 1/3 PMIN PMIN I BUBBLE
-> 4- 0 05 sec IT YPl l E XITS POOL I
4 0 75 sec DUR ATION - - q Figure 2.3. Idealized Quencher Bubble Pressure Oscillation In Suppression Pool
ors ff5(TM 3. DYNAMIC LOAD TABLE ' ?(M@ K<<<(4
$ The dynamic loading information for the Mark III containment system is presented g'(f((q{< in the subsequent sections of this report. The data is presented in bar chart E5(N form and shows the temporal distribution of loading sequences for the various
$f8S$$$4
[(qqqqstructures. I.c any given time on a bar chart it is assumed that the particular
> structure being considered experiences all the loading conditions in those R(f((4 "boxas" which span the given time unless a specific exception is indicated.
Ktct<<< E(@@ Each chart has applicable loading information references. Table 3.1.1 sum-
'<<C M 3 gg marizes the accidents that influence the design of various structures.
[(@d@ lffCCC(4 I6$4Sff(' Table 3.1.1 f$(TT(f4 gq((q(4 Sumnry of Postulated Accidents Affecting Mark III Structures EMil NEM (DBA) (IBA) (SBA) E5IN Large Intermediate Small MM Strueture Break Break Break ((E(Tl Y<<M4 NfiT($(1Drywell X X X KMCC4 SfM fg Weir Wall X X X EM fi'Q((Q Containment X X X f?dEM [((({@ Suppression Pool Floor X X - DKC(4 E6Q Structures in Suppression Pool X X - Td%%%f8
$fdhid'(4 Structures at the Suppression X X - $$0fd(4 Pool Surface Ed$st$
EC4 M Structures Between the Pool X - - E(EIfd Surface and the HCU Floor tfd'd(ifd NIO Structures at the HCU Floor X - -
!$@SN$ Elevation K4MC<<
Kdhff<4
%?@
MC<< RC(4 {<gfq(gNotes: ttK%4 g({'QQ l. X indicates accident with significant loading conditions [((((((({(4 2. For concurrent S/R valve events, see appropriate bar charts 3C.3-1/3C.3-2 14-020279
((((fg{4 4 DRYWEL. STRUCTURE 'M4 Z (G [((f(qqq The drywell structure experiences loads during both the design basis loss-of-bNkN coolant accident and during a small steam break accident. Loads occurring MM [t[4{(((Q during an intermediate break accident are less severe than those associated with the large and small break. The designer should consider other dynamic K((fE4 loads that are not included in this report. These are pipe whip, jet impinge-T45NK4 gggg ment, missile, etc. [(fdN 1(W4 ggg g 4.1 DRYWELL LOADS DURING A LARGE BREAK ACCIDENT kW4$3 ft M g((g Figure 4.1 is the loading bar chart for the drywell structure during a large E M steam line break. A discussion of the loading conditions follows: W45[G RM N 4 .1.1 Sonic Wave M6ES$ KM y - Theoretically, a sonic compressive wave is initiated in the drywell atmosphere SRQ following the postulated instant ncous rupture of a large primary system pipe. MM g gq This phenomenon is not considered in the drywell design conditions on the basis 5d M Q that the finite opening time of a real break coupled with the rapid attenuation IC E M ggy with distance and short duration does not produce any significant loading in [O @ the dryvell. MM@ [ M 4' W M s4.1.2 Drvwell Pressure LMM % K4 EM During the vent clearing process, the dryvell reaches a peak calculated differ- $$@ff4 g g g(jential pressure of 21.8 psid. During the subsequent vent flow phase of the N54 blowdown, the peak pressure differential does not exceed 21.8 psid value even K@iM gggf(4 when it is assumed that pool swell results in some two-phase flow reaching the containment annulus restriction at the HCU floor. Interaction between pool K((((@ swell cad the limited number of structures at or near the pool surface does not RMM gggggadverselyaffect the drywell pressure. E((@ EMG ggg Figure 4.4 shows the drywell pressure during the DBA. It includes the HCU floor T(((E4 pool swell interference effects. The analytical model presented in Ref.1 was
$$ used to calculate these values.
3C.4-1 14-020279
SEM Blockage of the weir annulus flow area by equipment located above the annulus dWA entrance has the potential for increasing the real drywell pressure dif feren- $gq((q g< ,gff ) tial. Attachment C presents data which show no potential pressure increase for l{(((@ blockages up to 30 percent of the total area. EKd(RA ' %"<<K4 [(((((s During the blou own process, the drywell is subjected to offferential pressures g'C' egg between levels be:ause of flow restrictions. This value varies with the size EMM45 of the restriction, but a bounding value for a 15 percent restriction is 0.5 psi N$M4 g g as discussed in Attachment D. On the basis of this bounding calculation, it EMS has been concluded that differential pressures within the drywell during the K( M (g(g DBA vill be small and as such, need not be included in the drywell loading $ N N specifications. K4KT4 KC<<<4 EIS@d 4.1.3 Hvdrostatic Pressure (CEM(4 MtM f( Durin,the e period of vent flow, the water normally standing in the weir annulus ([M is expelled into the main suppression pool and the lower regions of the drywell KE'K(4 gg experience an inward load due to the hydrostatic pressure associated with the M (4$ pool water. If it is assumed that an earthquake is occurring at this time, the ,, SM ggggg horizontal and vertical accelerations of the building can influence the hydro-Q NM static pressure calculations. See Attachment B. E($M ECm M W($ 4.1.4 Loads On The Drvwell Wall During Pocl Swell lEM(& WCM4 During bubble formation, the outside of the drywell wall in the pool will be [(4it((@ subject to varying pressures. A bounding range of 0 to 21.8 psid is specified E ggggg M $ on those sections of the drywell vall below the suppression pool surface. The KKC(((4 basis for this specification is the knowledge that the minimum pressure increase CTT(skid ggg is O psi and the maximum bubble pressure can never exceed the peak drywell pres-N dMd sure of 21.8 psid. Above the nominal suppression pool surface, the pressure R :, {c:s I}'V linearly decreases from 21.53 psid to d psid over 18.0 feet (see Figure 6.5). bKN MGkMY g g Any structures in the containment annulus that are within c.pproxiuately 20 feet M EN of the initial suppression pool surface will experience upward loads curing @A(Md 4 3C.4-2 %-020279
Efk'fC4 ggg'g4 pool swell. If these structures are attached to the drywell wall, then the I$ d upward loads will be transmitted into drywell structure. In addition, the &TC<dK4 g '(qqq<gregion of the drywell below the HCU floors will experience the wetwell pres-4 5( N (IN surization transient during pool swell roth at the HCU floor, as shown in EM@ [(((f(((4 Figure 12.2. EENT4 Ec<<< 3C.4-2a 14-020279
NOE 64 Sections 9, 10, 11 and 12 discuss applied loads for equipment, floors, etc. NED 'g,gggg that are located in the containment annulus. ,y $$5?$ - M4E4 g g 4.1.5 Condensation oscillation Loads $$$ M lWM ' gg' 4 ollowing the initial pool swell transient (during a LOCA when the drywell air ggF h h is vented to the containment free space, there is a period of 0.05 to 1.5 minutes muw Es g y (depending upon break size and location) when high steam mass flows through the N b optvents and condensation oscillation occurs. Vent steam mass fluxes of up to E'id gigs g 25 lbm/sec/ft2 occur as a result of either a main steam or recirculation line ' MK4 break. Steam and liquid blowdown tests with various blowdown orifice sizes have fg STdM{ been performed in the PSTF facility. MG RfsM M('M Some pressure oscillations have been observed on the drywell wall. Figures 4.5 f<<<<<4 g g and 4.5a give a summary of the magnitude of the top vent exit pressure D N $ fluctuations observed during PSTF steam tests. The data has been plotted
$65@
g g g against vent submergence and is indepencent of this parameter. Figure 4.6 shows ET E M a typical test run with a sketch showing the probe location within the vent f(fsid MM NN'd Additional instrumentation was located on the drywell wall above the top vent s3MMd Rf'g f'(in PSTF Series 5807. Typical test data traces are shown in Figure 4.6 and show I$ N the locali::ed nature of the condensation loads. Maximum pressure amplitude
'K W M R$ @ decreases from approximately 10 psid to approvi ntely 22 psid in two feet.
IEEM G
'iM 9755$$ The condensation oscillation forcing function to be used for design is defined ENd bSgg g as a summation of four harmonically related sine waves developed from a regres-g M @ sion analysis of the data obtained in test series 5807 (Reference 15):
Eid@d if E M ihKEd5 A(t) { 0.8 ein (2n x T x f(t)) gg P (T ) = 2 I$$$$M gg4(gg + 0.3 sin (4n x T x f(t)) K*igsg (Eq. 4-1) gqq g + 0.15 sin (6n x T x f(t)) KECC'3 g'gg'q + 0.2 sin (8v x T x f(f)),1 (psid) if5M K4 M 3C.4-3 14-020279
gggwhere: TC<<<<
%t&(4 KC(((((< P(t) =
pressure amplitude for a cycle beginning at time t and ending f'4ET4
"'*+T
!E(W p K'<4WC4 KC(M A(T) =
peak-to-peak amplitude variation with time
=
5.5 {3.395 - 0.106t + 1.15 log t - 7.987 (log t)2 MM4 + 7.688 (log t)3 - 1.344 (log t)4} grgg(q Eqn (4.2) (EdEd4 EM(1 (4gq((4 f(t) = fundamental frequency variation with time N'D(4 = 0.8 {2.495 - 0.225 t - 0.742 log t + 10.514 (log t)2 f'M5$'s {s[f'(<('y( - 9.271 (log t) + 3.208 (log t)4} Eqn (4.3)
<M(4 KMM $"q'gg t =
time (sec), 3 < t < 30, time from initiation of LOCA blowdown KCT4ff4 RM ((((qqg i = period (sec), 0 < t < Tp, time from the beginning of each cycle KCR4 [C(M E(((( T p
=
1/f(t)
'T4M4[4 XCT(4 Edfd P(T) from Eqn (4.1) has been calculated for 4 cycles and is shown in Figure 4.6b.
M M4 {4g(g Eqn (4.1) has been calculated and digitized in Attachment 0 of this report. 5S M 5 The spatial distribution of tne forcing function amplitude over the wetted
'4fR' 4$
gjlg g surface of the suppression pool is shown in Figure 4.6a. This amplitudes shown NM are the maximum values determined from Eqn (4.1) normalized to 1.0 at the top EMS g q(g vent centerline. [NM5fd RMK45 ggg 4.1.6 Fall Back Loads E(<(W 'KC<@ [(q$g In general, the data generated in the PSTF indicates that no significant loading conditions on the drywell wall occur during pool fall back. Figure 6.4 shows FR$(4 that suppression pool vall pressures following bubble breakthrough return to
- ')
their initial pre-LOCA values during the 2 to 5 second period when the pool EMC<4 level la subsiding. Therefore, fall back pressure loads are not specified for $545$G g4gg ark M III drywell. ICCf@ 14-020279
[ M Structures attached to the 'drywell wall experience drag loads as the water level V ]2;tg subsidas to its initial level. These structures could experience drag forces ~~ n mgd associated with water flowing at 35 ft/sec; typical drag coefficients are shown & w %%d3 g g' cn 4 Vigure 10.5. This is the terminal velocity for a 20 f t. free fall and is a $'M id conservative bounding number. SS$d End h Negative Load During ECCS Flooding T @N G M4.1.7 bd b'NN otauhere S between 100 and 600 seccads follouing a LOCA (the tir2 is dependent Kut5KS ? g@ cn break location and si c) the ECCS syutcu vill refill the reactor pressure y, y,y ] vessel. Subsequantly, cool suppression pool unter will cascade from the break
'W M to the drywell and start condensing the steam in the drywell. The rapid drywell
,[hydepressurization produced by this condensation will draw non-condensable gas W M from the containmant free space via the drywell vacuua breakers. It is during MKtt s p g this drywell depressurization transicut that the maximum dryvell negative h M $ pressure occurs. Ilowever, for design purposes a conservative bouading end point Md ggg calculation was performed which assu=cs that drywell depressurization occurs
@G'Ij before a significant quantity of air can return to the drywell via the vacuum mmh fi[g relief system. This theoretical conservative calculation yields a drywell EM negative pressure of 21 psi (see Attacht:unt E). M N 2 58 kudd b'NN 4.1. 8 Chuggin g WM4d EsSK45$ 6' ggMis ( During vent chugging, drywell pressure fluctuations result if significant EdkS4' quantities of suppression pool water are splashed into the drywell when the G%MW gg returning water impacts the weir wall. This can result in negative pressure Mkh on the drywell as shown in Figure 4.9. The maximum value of this load is $dd g g t2 psid which is negligible when compared to the peak positive drywell pressure NN used for drywell design and the negative pressure discussed in Attachment E %dL48 [ggg (Peak Negative Drywell Pressure). Chugging is an oscillatory phenomenon U'N aving h a period of 1 to 5 seconds. I'3kd$$ Wh&$55 The PSTF data shown on Figure 4.9 is from the 5801, 5802, 5803 and 5804 series !Ad@ of 1/3 scale PSTF tests. The data has been plotted against top vent sub-M55d g mergence with no obvious correlation. Because volums and areas of the 1/3 scale M3 test are correctly scaled, the tests are more appropriate as a source of chugging 3C.4-4
~
BFS E N O induced drywell pressure data than large scale tests 5701, 5702, and 5703 WM [(((gg discussed in Reference 4. The large scale PSTF configuration had a drywell NE volume to vent area ratio only one-third of either the full scale Mark III [(((((T4 [{((((((( or the 1/3 scale PSTF configuration. Drywell pressure variations during h chugging result from a combination of fluctuating steam condensation rates fdM'4 at the vent exit and water splashing into the drywell. The undersized dry-kgax well of the large scale PSTF would tend to exaggerate the drywell pressure E(C M response. (<<(tif4 KGMt 4.1.9 Loads Due to Chugging
%!ES (C4E(54 In addition to the bulk drywell pressure fluctuations, high a=plitude pressure I( M C4 ggg'g(q pulses are observed when the steam bubbles collapse in the vents during chug-N ging. The dominant pressure response to the top vent during chugging is of 54E(((4 f4q'(((q(4 the pulse train type with the peak amplitude of the pulses varying randomly E55N from chug to chug. The pressure pulse train associated with a chug consists M NA
( g'g'(4 of a sequence of four pulses with exponentially decreasing amplitude as shown
>( in the typical pressure trace in Figure 4.7.
K(TCM E4K(4 fgg-g The dominant pressure responses in the suppression pool during chugging is R( 6 characterized by a prechug underpressure, an impulse (pressure spike), and a EMT(45 g g post chug oscillation as shown in the data trace in Figure 4.8. ET(@ KWMC4 gqqg(q The chugging process as observed in PSTF tests has a random amplitude and fre-N ETT4 quency. Although it is expected that chugging will occur randomly among the IfdfSM gq((qq vents, synchronous chugging in all top vents is assumed. Each vent is expected E T M to be periodically exposed to the peak observed pressure spike. The pool bound-iMM K((((((4 ary load definition considers that the chugging leads transmitted to the dry-(IISN well vall, weir wall, basemat and containment are the result of several vents EMM [((T(Q chugging simultaneously at different amplitudes. 3C.4-5 14-020279
BFS E E 4.1.9.1 Chugging Loads Applied To Top Vent NII$$ Within the top vent, the peak pressure pulse train shown in Figure 4.7a is 56KT4
,(((((f(j applied for local or independent evaluation of vents. Although some variation N d is observed in the pressure distribution from the top to the bottom of the $dII$6 l7 vent, it is conservatively assumed that during the chugging event the entire 7,;;g;g top vent wall is simultaneously exposed to spatially uniform pressure pulses.
N5K @ Because some net unbalance in the pressure distribution gives rise to a $@M g gg vertical load, the peak force pulse train shown in Figure 4.7b is applied MS@f vertically upward over the projected vent area concurrently with the peak MlM gg/g g pressure pulse train to evaluate local effects at one vent. For global effects, HSE the average force pulse train shown in Figure 4.7c is applied vertically over EfEG g((g the projected area of all top vents concurrently with the average pressure
, pulse train within the vent shown in Figure 4.7d.
>) As can be seen in Figure 4.7, the underpressure preceding the pressure pulse R @(@ train within the top vent is very small compared to the peak (spike) over- $$5550 ggqqgg pressure. The mean measured pressure (results from tests) was -9 psid with a IMM standard deviation of 3 psid. On this basis, the specified design valve is [ FENS gg g -15 psid. A bounding underpressure of -19.5 psid was calculated for inside vent E(N((4 surface. MM (Ct<t9 K@ @ 4.1.9.2 Pool Boundary Chueging Loads E$M MEC4
, The chugging load applied to the pool boundary (drywell, basemat and contain-g((qg ment) is described by the typical forcing function shown in Figure 4.8a. The p forcing function consists of a pre-chug underpressure defined as a half sine gg(@ wave, a triangular pulse (pressure spike) loading characterized by a time K< M G gg g duration "d" and a post-chug oscillation described by a damped sinusoid.
M M The impulse is at its maximum magnitude and duration near the top vent on the MCM d gggg rywell wall due to the localized nature of the phenomena. The amplitude of d[4K%M% the pre-chug underpressure and the post-chug oscillation are also maximum at g4gg this location. EC(M [KM 3C.4-Sa 14-020279
BFS [ E((f(( For local load considerations on the pool boundary: E@@ EC(e E(TM e Pre-chug underpressure IM M ESM peak amplitude - Table 4.1 NEC(T4 ggggq
- distribution - Figure 4.8b E'MK4 KCT@<4 g/gg e Pulse (spike)
YCG%% ((((((g
- peak amplitude - Table 4.1 ETs
- distribution - Figure 4.8d
- duration - Figure 4.8e ECCG WC(%
E(((('(t e Post-chug oscillation KRC(TC4 RGC4
- peak amplitude - Table 4.1 TMdfd4 ggggg
- distribution - Figure 4.8f RCC'CM I'<CM
,g r g g For distribution in.the horizontal (circunferential) direction, the pre-chug E@ @Ciunderpressure attenuates on the drywell, basemat and containment, as shown MCT4 g:gg(<in Figure 4.8g. The pulse attenuation is the same as the lower portion of [N E N the vertical attenuation shown in Figure 4.8d, except that the peak is at EM M
- q(('((((4 the vent centerline, and the post-chug oscillation attenuates on the drywell, EET4 basemat and containment, as shown in Figure 4.8h. The profiles in Figures 4.8g EMG 5'gpK((< and 4.8h represent the peak observed value at one vent, with the other vents chugging at the mean value.
== For global load considerations on the pool boundary: a KCCCC4 gggg e Pre-chug underpressure EE(CT4 gq((qqq
- mean amplitude - Table 4.1
$TND
- distribution - Figure 4.8c T$$$$
- <mC4 NEE 4 e Pulse (spike)
EM4K< EdIM
- mean amplitude - Table 4.1 EMD gYg(g
- distribution - Figure 4.8d K$ECT4
- duration - Figure 4.8e 3C.4-5b 14-020279
BFS E(Si e Post-chug oscillation Ed(@ ETII<I4 mean amplitude - Table 4.1 g E(Cd w [CG($ ' distribution - Figure 4.8c $WW KCC(C'4 K(((@ e No horizontal attenuation for this loading [(CTd4 4.2 DRYWELL LOADS DURING INTERMEDIATE BREAK ACCIDENT E(@ ((('(54 The loading conditions causes by an intermediate break are less then those in a Ef(T4 g((g(4 DBA or small break; however, they are examined because actuation of the ADS EII N can be involved. (See Attachment A) Figure 4.3 is a bar chart for this condition. E43M Kt(CtB EN 4. 3 DRYWELL DURING A SMALL BREAK ACCIDENT (%'<K4 K< m RW(4 A small steam break can lead to high atmospheric temperature conditions in the g 4 K(T(@ drywell. Figure 4.2 is the bar chart for this accident. ET('(4 KC("<4 f(M(4K4 4.3.1 Drywe11 Temperature Ed(M K<<(%4 & ECT(@ For drywell design purposes, it is assumed that the operator reaction to the EST((4 g qqq small break is to initiate a normal shutdown. Under these circumstances, the EdEO blowdown of reactor steam can last for a 3 to 6-hour p:!.od. The corresponding lN$M$ g(q(((< design temperature is defined by finding the combinatiru of primary system EEEN pressure and drywell pressure which produces the maximum superheat temperature. [Cd(((4 (((f g Steam tables show that the maximum drywell steam temperature occurs when the primary system is at approximately 450 psia and the containment pressure is at [C((((( a maximum. ETC(4 (<CCKC4 LTKW During an SBA the continuing blowdown of reactor steam will cause all the air [<<<(C gqqqf4g i nitially in the drywell to be purged to the containment free space. The peak KCT(TT< superheat temperature is 330*F. This temperature condition exists until the E(E(T4 [(<((((((q RHR shutdown cocling is completed in approximately three hours. At this tirae, NI$d after three hours, the pressure in the reactor pressure vessel is 150 psia C#K 4 (qq(4(4 and the corresponding superheat temperature is 310*F. This will exist for ECM These superheat temperatures correspond to drywell atmosphere $(TT4{ three hours. g,, 3C.4-6 14-020279
BFS gg(({f only; separate analyses are required to deterrine transient response of the EEd((4 drywell wall to the elevated steam temperaturts. See Section 4.5 for additional ( environmental information. m<(e. Ef(S M K((( 4. 3. 2 Drywell Pressure $(ECC1 t(C M 3(((\(\44 With the reactor and containment operating at maximum normal conditions, a small bh #'. break occurs allowing blowdown of reactor steam to the dry < cell. The resulting k((II(((f drywell pressure increase leads to a high drywell pressure signal that scrams Wd(W gg((4{4 the reactor and activates the containment isolation system. Drywell pressure [ETE4 continues to increase at a rate dependent on the size of the assumed steam leak. KE(TC< ((((g This pressure increase to 3 psig depresses the water level in the weir annulus EICTdi until the level reaches the top of the upper row of vents. At this time, air ECC(4 [((((qqq and steam enter the suppression pool. Steam is condensed and the air passes to the containment free space. The latter results in gradual pressurization of the ( containment at a rate dependent upon the air carryover rate. Eventually, gg entrainment of the drywell air in the steam flow through the vents results in ((((M4 all drywell air being carried over to the containment. The drywell is now full
$(({T(4
((gggqq(of steam and a positive pressure differential sufficient to keep the weir annulus
$(ET(4 water level depressed to the top vents is maintained. Continued reactor blow-KEE4 (q(g(((gydown steam is condensed in the suppression pool.
3C.4-7 14-020279
BFS Is@K(Q4.3.3 Chugging ki y (%s(j p,X q .*s & 9 During a small break accident there will be chugging in the top vents. EfMK4 [g g(g Applicable chugging loads on the drywell and vents are discussed in Sections D M4 4.1.8 and 4.1.9. The Mark III drywell design does not re.uire the combination @l$2{$ pg g gg of the SBA thermal loading condition with the 21.8 psi negative pressure load. [d@T4 4.4 SAFETY RELIEF VALVE ACTUATION ma Eq(<td [ff((({( Relief valve operation can be initiated as a result of either a single failure, KMM gg g ADS operation, or by a rise in reactor pressure to the valve set points. In , EM(4 addition, the drywell can be exposed to S/R valve actuation loads any ti=e K6M {g gg the operator elects to open a valve or valves, as during an isolated cooldown. [MCT4 The loads generated by S/R valve actuation are discussed in Attachment A. f<tf(C'< KM4 UC M (4 4.5 DRYWELL ENVIRONMENTAL ENVELOPE $((( M KT4K4 ICTT M Figure 4.10 shows the envelope of drywell atmospheric pressures and tempera-E M E4 (g((g tures for the spectrum of postulated loss of coolant accidents. This figure j N E represents a conservative definition of calculated peak drywell conditions. [<CtM
- Td((Q Figure 4.10 defines only the drywell atmospheric condition; separate analyses ENT4 are required to evaluate the transient structural response to these conditions.
EMT4 These envelopes should be used judiciously, since it is not possible i.o have g,g concurrent high drywell pressure and temperature. KE(CG t<EC4 ggggqq, 4.6 TOP VENT TEMPERATURE (CYCLING) PROFILE DURING CHUGGING KCCCC4 Kt<# gq(gg4F ull scale test results (Reference 16) indicate that during chugging the M D water level in the weir annulus fluctuates over a 4 foot band centered at ME4 [(((g about the top vent centerline. The weir wall and the inside drywell wall EESTS E M @ then are subjected to steam temperature (230*F) above the top vent and cold [(((q( pool temperature (100*F) near the lower vents, with a transition region im-between, where the temperature fluctuates due to the chugging process, na M&&4
. 8 14-020279
BFS - [fE((4 g(g((g For weir annulus thermal stratification, the most severe design condition
> results from imposing the maximum drysell temperature (3300F) concurrent g[(qg(((q with the initial suppression pool temperature (see Section 4.3.1).
ME<4 EQ
%f({((((( For evaluation of local effects, the cyclic temperature profile during h chugging is shown in Figure 4.11. The cycling temperature ranges from 1000F ffff((4 to 2300F; and the period is equal to the chugging period, which randomly K
' (TMO gggrg varies from 1 to 5 seconds. The areas of application are:
W{fddS%4 (
- 4 foot horizontal band on the weir wall and inside drywell, (g(((g(4
- the upper inside vent surface, El((T4 e and an area of the outside drywell wall just above each top vent, E(@(4 ggg((q as shown on Figure 4.11.
EM@ t<<<m ((Q/((f The duration of the thermal cycling is identical to the duration of chugging EM4'{4 g g g4 (see bar charts, Figure 4.3). As the event proceeds, the AT reduces in [dT(((( amplitude due to bulk pool temperature increase. As part of the design E(@(4 gggg calculation, this bulk pool temperature should be considered. 3C.4-8a 14-020279
t STRUCTURE DRYWELL ACCIDENT; LARGE STE AM LINE ORE AK (DBA) DRYWELL INTERNAL PRESSURL AND TEMPER ATURE (SEC 412 AND FIG 4 di LOADS DUE TO SEISMIC ACCELER ATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURF ACE WAVES (ATT ACHMENT On HYDROST ATIC PRESSURE NOTE. - THERE WILL BL NO WATER IN THE WEIR ANNULUS BETWEEN 1 AND 30 SECONDS ISEC 4.1.3)
- POOL DUMP ST ARTS AT 5 rnm SINGLE S/R VALVE ACTUATION e ATTACHMENT A. SEC 2 4 e 4 LOW SET #OINT UPWARD LO AD DUE TO POOL SWE LL 4 FIGURES 10.3,10.4 4 2 i RECIRC - THE ORYWELL HEAD
.2 10.5, AND 12.7 DBA BRE AK ONLY. DESIGN CONSIDERS THE CO A NMEP T N I THAT ARE ATTACHED TO THE * ^
BREA 5 OUTER ORYWELL WALL 8 O F ALLBACK LOADS S SECTION 4.1.6 N j FIGUR E 10 5 g g g PRESSURIZATION OF WETWELL _ m f 4 DURING VENT CLE ARING - POOL SWELL AND M
- G SECTION 4.1.2 AND FIGURE 4 4 3 AND VENT FLOW S SECTION F ALL8 ACK LOADS FOR A GIVEN CHUGGING 418AND STRUCTURE ARE NOT 419 COINCIDENT. BOTH NEGATIVE LOAD LOADSHAVE A BUBBLE LOAD FOLLOWING VENT CLE ARING A O S F LOODING OF OCCUR ITO2 sec DRYWELL AFTER BREAK
\ SECTION 4.1.4 eSECTION DEPE NDING ON 417 HEtGHT ABOVE THE SONIC POOL . F ALLB ACK sdAVE SECTION 4.1.1 LOADS OCCUR 2 TO 5 sec AFTER THEBREAK CONDENSATION OSCilL ATION SECTION 41.5 0 0.1 1.5 3.0 5 30 100 600 TIME AFTER [ VENT. sec
- ADD S/R VALVE DYNAMIC LOAD TO STATIC LOAD OUE TO ORYWELL AIR PURGED TO CONT AINMENT. V APOR PRESSURE AT 140 F Figure 4.1, Drywell-Loading Chart for DBA P
s-11111111111111111111111111181111EH2111111111 b STRUCTURC: DRYWELL
$ ACCIDENT SMALL STE AM BRE AK (SSAl S
e LOADS DUE TO THE SEISMIC ACCELERATION OF THE STRUCTURES (ATTACHMENT 8) AND LO ADS 00E TO SEISMIC INDUCED POOL SURF ACE WAVES HYDROSTATIC NOTE- 1. THE WEIR ANNULUS WILL BE CLE ARED TO THE TOP OF THE UPPER VENTS WITHIN e SECTION A F EW MINUTS OF THE ACCIDENT. (TIME IS BRE AK AREA DEPENDENTI
#I3
- 2. POOL DUMP INCLUDED lAUTO AT 30 mini e SECTION DRYWELL ATMOSPHERE TEMPERATURE (FIGURE 410) ,
NOTE: DURING COOLDOWN WITH CONDENSER ISOL ATED. Z SINGLE SIR VALVE ACTUATION S/R VALVES ARE OPERATED PERIODICALLY FOR ISEC 2 4 & 4 21 9 UP TO THREE HOURS (ATTACHMENT Al o CHUGGING '
$ NOTE. CHUGGING CAN LAST UNTIL BRE AK ISOL ATED OR VESSEL l' 33 u DEPRESSURIZED. (NOTE TWO TYPES OF LOADS) __ ____ _ _ _]
9 NOTE. NEGATIVE LOAD DUE TO FLOODING TO COOLING OF DRYWELL POST ACCIDENT IS NO MORE tzs 3 y O SEVERE THAN THAT FOR THE LOCA RELATED EVENT ] i a CONTA 'NMENT PRESSURE R AISED TO 3 pu DRYW1 '.L PRESSURE DIF F ERENTI AL RAISE D TO 3 psid DRYWELL PRESSUHE DIFFERENTIAL M AINT AINED AT 3 psid e SECTION CONTAINMENT PRESSURE INCRE ASED TO APPROXIMATELY 5 pu 432 l l l 1.0 tren 3 hr 6 h, TIME AFTER EVENT Figure 4.2. Dryvell-Loading Chart for SBA
y O BRIMEllilllHillifilllllHHHHHHHillEEllllEli STRUCTURE: DRYWELL ACCIDENT; INTERMEDIATE BREAK (IBA) a LOADS DUE TO SEISMIC ACCELER ATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE WAVES (ATTACHMENT 88 HYDROSTATIC PRESSURE NOTE: POOL DUMP INCLUDED AFTER ADS (SECTION 4.1.33 3 SINGLE S/R VALVE ACTUATION ISEC 2.41
> ATTACHMENT A e 6 8 LOW SET-POINT S/R VALVES ACTUATED ADS ACTUATED **
g (4-25 secl* * (SEC A 8 3.28 2 9 5 DRYWELL AIR PURGED TO CONTAINMENT = 3 psig y OlFFERENTI AL PRESSU tE ON DRYWELL OF 3 pied u m o N O Z h k POOL HE ATUP RAISES CONTAINMENT PRESSURE TO 5 pseg (SECTION ~ 4 o ORYWELL PRESSURE DIFFERENTI AL MAINTAINED AT 3 psed 4.3.2i to
- ]
I i l C NDENS ON CHUGGING
- SECTION 415418 AND 4.1.9 I
l I
- TIME SCALE DEPENDENT UPON BREAK SfzE. MINIMUM VALUE OF t = 2 men 1
I I I 1.0 t* I + 10
*
- ADD S/R DYNAMIC LOAD TO ST ATIC LOAD DUE TO DRYWELL AIR PURGED TO CONT AINMENT. VAPOR PRESSURE AT 140' F.
Figure 4.3. Drywell-Loading Chart for IBA
' S
= 6 N O M - w e 1st ROW OF VENTS CLEARED 2nd ROW OF VENTS CLEARED
&d ROW OF VENTS CLEARED 40 -
ORYWELL 3d ROW OF VENTS RECOVERED { 2nd ROW OF VENTS RECOVERED ui 30 -
$ , 1st ROW OF VENTS RECOVERED g WETWELL E
w p . ___3 g k l b M - I (- . .) N CONTAINMENT - Il'i t l I o l' sI so 10 - ALL ECCS OPERATING (
/
WETWE LL - THE VOLUME IN THE CONTAINMENT BETWEEN MINIMUM ECCS OPERATING THE POOL SURFACE AND THE HCU FLOOR 0 I I i 1 I I Ill i I I I IIlil l I l l IIlli i l I l I111 10-1 100 101 102 103 TIM E, sec Figure'4.4. Short Tern Drywell and Containment. Pressure Response to a Large Steam Line Break (DBA)
~ .
BFS (<<<<<4 V' M<<
- i. 4(MC-t<<TG
(<<<<<< Ette
<<4
(<<<<9 KC<W kkkh t<t<<<4
<W4 khh!
we<<< LCC<<< MCC(4 WC%4 K4651 EC4KC4 KCCC4 EMG RMM E4(<<4 KECC4 KT(M EC(M This figure is PROPRIETARY and is provided under separate cover. ggg,4 f<<d(d
<CC<<4 '
WE(4 (<m<< K<f&M K3M4 EEG KtCCC(4 t!EM K@<<C4 EC M (4 EMWs NT64 EGEC4
%< Met EMft~4
[CEMd t4EG4 ECCC4 LGV4 (Ces KICC4 t<<<<@ [q(gg Figure 4.5, PSTF Test Results - Vent Stat'.c Pressure Differential 14-020279 3C.4-13
BFS f<<<<<4 t<<<<% ECt<<< K<<t<<4 K<< G KCC<<<<4 s(CC<<4 E<<4 KCM t<<<<<<< KCM Mf44 EMG ECCCfC4 MG MW r<<<S ECC<<<<4 ECM K<tK4'<4 K<4KC4 t<<<CT (CCC(4 [((((g4 This figure is PROPRIETARY and is provided under separate cover. E<<<@
< M (4 RE<4 L'<<<<4 KEC<<
WfitC ret <<4 t<<(<<4 t<<<<G CMC 4
' MC(<4 esc <(4 MG t<<% (4 l<<M4 EME Rf(CCr4 E(EK4 KC(1<<4 TddC(4 Eq<E4 KWM MEW u<tcq RW X<M Figure 4.5a. PSTF Test Results - Vent Static Pressure Differential gg(g/4 14-020279 3C.4-14
BFS 4 EMEEA KEC(4 acc<(o ET<T4 R<TC(4
- <T<<<4 EW KCCC<4 Mtt-Ef(C4 WKCG f(M(<
ET(41 KCCCC(4 iC(CC4
'e" < S R&fE9 t:M(4 (WRG MMC ECM M4fM g gg4 This figure is PROPRIETARY and is provided under separate cover.
M(64 h< am KCEC4 is<W4-RM(4 EEC4 Kr& M 4
' CEC (C4 M%
?<MK9 E <<4 KCM WKK4 EM('4 (4 6 tCWB EEM REf4 Bfifa EMi%
!MM L<MG t<<<<<<
KEM4 NE39% rE<are EE((4 , LTMt? t<<<tC4 MT@ (gg(g( Figure 4.6. Typical Drywell Wall Pressure Traces During Condensation, f((('((4 Run 23, Test 5807 14-020279 3C.4-15
BFS ECW4 K<( M K M C4 GC<TC4 KCECCf fC(M4 , K<<<4 FREE f6M(4 SURFACE g KCM .- (<<4 % fM!K<4
!!N5NNI LINEAR ATTENUATION ggt ((1 : 0 ZERO AT FREE SURFACE WM _
M Ks ,r i .o Kf m __, __o, ,3 Wif4 To, i. o. MMK( vEuT---- ~ Ki m _
, , .o KM
~
A *
'<<ff(42 = )u
/5 hw4
[MC(4 # + 4 - lZ M<d
^
!sMC an u =
/lB -
KM 4 n - d W<< 4 d # KE4M je =
+ 2 E
[M O NE@ld
2 f5 --*-
E E EdM6s - y 0
&"Md 5 E M K4 :
0.;4 BASEMAT KNM 0. ? S M'Nd g3 ,, y y o ,,27 <r u u o u v " " " " " " " 0.15 g UNEAR ATTENUATION FROM DRYWELL grg-g WALL TO CONTAINMENT W ALL K4tEd (EfM KEQ NE4 EE'<< f1 M E4 m E E CG A EEsf v' if(M4 INN Figure 4.6a. Condensation Oscillation Load Spatial Distribution on the EE Dryvell Wall, Containment Wall and Basemat ISEfd$ 14-020279 3C.4-16
* ~
1 1 6 4 1 . 1 1 1 1 1 4 4 1 ^- . 1 D. O 1 l 8 l a 5 1 J 2 4 W l l e w 1 y r 1 D 1 h e 1 t 1 -- 0 n o 1 4 n 1 t c o 1 ( e s i t c 1 N W n u 1 O O F 1 8O W g n 1 3 L B i 1 F c r 1
- O N F o
1 OI n 1 T A I i o 1 - T I N t t an 1 - 6. I 3R l e l V 1 E T i cp 1 F A so OT 1 E M ne 1 I T oh it 1 t at 1 4 3 sn ne 1 ec d a 1 nj od 1 CA 1 . 1 b 6 1 - 2 1 3 4 e 1 r u 1 g 1 i F 1 1 - - ~
- - - - 0 1 0 1
8 6 4 2 0 2 4 6 8 0 1 3 1 ;$n m - >i i mbiO
BFS [((%{$ W<<<<< t<4rco MrCG 3rGE4 ERG ffMf(4 RC@ CMct< E(@ sMCC4 KC&t<4 - [C(CS KC(<ce K&st CCE(4 (EdC4 iMIC<
< W C4 ff(@TS ttGMC
- GR4 f(4 sit?C4 Kf((ME b5$'dI This figure is PROPRIETARY and is provided under separate cover.
KWS MRC< EMK4 EEG film L(<m EM M MMt EEM WM EW tes tGECWd IMEG WlR(4 E61?fd MKte kth<fth 5?![E$t(4 {R98 v65% E4E M EKM EE<<4 [CEE4 KERC4 Figure 4.7. Typical Top Vent Pressure Trace During Chugging, Run 19 gggfg 14-020279 3C.4-18
w i e 1111111E111111111F211111111111111511111H11 1 PERIOD BETWEEN CHUGS = 1 TO 6 sec & C FIRST CHUG A < SECOND CHUG > 3 3 m L.> , 40 meec , 30 maec 25 msec to J i I
. 5 e
640 xd 150 psid 38 psid A m '8
- Am
+ 14 maec 5 mnec 8 mnec + +
12 miec Figure 4.7a. Peak Pressure Pulse Train in Top Vent During Chugging
i 5 111111H1118111111111111111111111111111
< PERIOD BETWEEN CHUGS = 1 TO 6 sec >
< FIRST CHUG > < SECOND CHUG > '
k 5
,5 < * *"* > <a m e 2smge g 3 250,000m 5
t 69,000'D bA
+-
5 msec
- +-
8 msec + r1-i 12 msec Figure 4.7b. Peak Force Pulse Train in Top Vent During t. egging
c-k R111111E1111111111H11H111H111H11H11111 4 PERIOD BETWEEN CHUGS = 1 TO 5 sec >
< FIRST CHUG > . 4 )- EECOND CHUG >
S m 1 E - E y 40 meec 30 meec mnec I 98,000lb f.9 A 3100 lb
-> - 14 maec 5 mnec 8 msec + %
12 mnec Figure 4.7c. Average Force Pulse Train in Top Vent During Chugging
*~
B1R11ll1111111111R881111111111111111111111118
< PERIOD BETWEEN CHUGS = 1 TO 5 sec >
< FIRST CHUG p- 4 SFCOND CHUG k-b 40 mnec 30 mnec 25 msec .
h ! 214 psid 60 psid 7 paid [
~ + 14 mnec 5 mnec 8 mnec + %
12 msec Figure 4.7d. Average Preasure Pulse Train in Top Verit During Chugging
EFS i ({T(TT< KC<<<4 ECett
'CCCTC4 Kt<<C4 <CCTC4 t<<<<<<
t<<(<%'4 -, t<<<tC4 ECCW4 6
' %%4 KW4Wf3 KK<<<4 K"<<<<4
[<@CC4 Ktt<C4 KE M fMC4 RC<t@ KCT<<<4 C(TC('<4 ECE M REC (4 C<<<fC4 CE<<<4 ggggg4 This figure is PROPRIETARY and is provided under separate cover. [T<<45si (<<KG ERC4 KCCCG m(<<4 KCMC4 E<CC4 r e est f<C(CG t<<<CC4 KCGK4 ' MKC4 K<GM KGK(4 KZGM KC(CCC4 (<<<<<d K<F(4! (<?M KC((4 KC<'t1 RECC< (<<<KG ECCG KCCE4 .g;{((qq Figure 4.8. Containment Wall Pressure Trace During Chugging, Run 11 [(((((((4 (Ref. Test 5707) 14-020279 3C.4-20
BFS k(kkk< (t<<<4 t<<r(<<<4 KTKCT4 KC(<CC4
'T(<M KCCW ;t'<tt<4 x\
a'su
< ^
N :-4JLSE (PRESSUR E [(({(('((4 SPlKE)
- CC<<C(4
[CCM4 1 EEG S t<<<<<4 8 KCCCC4 s ((((((f g POST - CHUG OSCILLATION is. - sin ao ggg g g K@fC4 e FCC(CC4 a t%ECC if( M E kkkkh O - kk(M + " d v wf~ ' . Wem
. Nk(k "
SEE TASLE 4.1 FOR VALUES FOR
'4/(/g'/gf4 N NN N A, B, w, a, $ AND d
( PR ECHUG NDERPRESSURE WHERE w= uR125 7 KC(W = - -oss/r g
'(g(((4 # - 2=/r KCM(4
;<<m KCEC RMC4 TGW M(<4 E4K4 f
' <<<T(4 K4KC4 LCE(E4 WC(@
RMKE4
$(({(@ Figure 4.8a. Typical Pressure Time-History on the Pool Boundary During
[g((4 Chugging E((M M w 14-020279 3C.4-21
BFS
. 4 KEG Kt M K<<<<4 !C R @
EEM M CC4 ? M Ctt a f<<M LTM t<<T<#
- n *
?C(@ EME i.o IE<<@ EC<E'<1 f 3" o.22 LTCCG V y { '(((({(f TOP VENT , tG R4 % a
- <<T M
[C<( g 2n ERCW u ff((@ j i.o WM I
- tM(4 K4M L E C(4
(<<KG K'<M4 KCCCC(4 ttCCC<1
- (EC<4 d ,_
Et<G i 5 !ERM s a .CC<<E4 (E<<4 j i E
- <C<<t4 5 8 EEd4
((dT(4 0.31 8ASEMAT 0.22 (4tE(4 EK<(4 E(@ 0.22 (((({((< o 3' (<fCC(4 KCCC<<4 KEC((< ECM EM4 EM t<<<<<4 [(QTK<{ Figure 4.8b. Suppression Pool Chugging Normalized Peak Underpressure Attenuation Edit (4 ECE(4 14-020279 3C.4-21a
BFS t<tB - ' ERC<<4
""M'C'(4 --
I<C< *>2 wes4 V xeCeC4 x - Wt(t< - MCW ~\ 7.5 ft f((f<@ SKCCC4 ggggg 10 0.45 E<'C<<4 MM n u y TOP VENT q . . sw a {fiffdE(4 ECCC4 GKK4 y (TEE <4 W4M )3.o auc4
- < W <4 KCC4'<4 WCC(4 E<<W
"T((((< . mce< C(C4 % E4KC4 d 5 K4K<@ R(TTTT g a E (( W K4 d ; ECW 5 8 K<EC4 8 f!EC<C4 c.6 BASEMAT o.45 KM uswa SEM$ MM 'S EM$ o.6 MMK4 EL<<S ECC(fd DESTS Figure 4.8c. Suppression Pool Chugging Normalized Mean Underpressure and E555$ Post Chug Oscillations Attenuation [d1EM EC<<<
'(E<<4
(<(C<<4 E%% n2 14-020279 3C.4-21b
BFS kk[4N WMM Ecca R4tMK4 KCM4 MfM fffiE4 ffM%f v [ NN$i ~- o.03 / rd$M -
@Sd$i 6 5,?!$NY I' k 7.5 ft Mm MMM
^
m M.,MN %.9N [M - o.2 o.4 o.6 o.8
, 1.0 kWfff3$ ~
,G d({g SPIKE PEAK PRESSURE w ony esi SMMw' 1I vamn vem
>o-x m
- TOP VENT q tammen >
ESE4 $ MK(4 , -2 NEG e MM -* LMc4 - WKfC4 7 E7sf 3 ?MGM d -s - Ke<< d fMG i , %M4? -8 3 5 Km - a WKC43 f i [MM -io .o-E $pjpj[<gd 8ASEMAT 8 WC@(is (F<5EC< ?ENES5$$ o,i o.03 ${ fig $ ; ; I - o 03 KCCE4f$ o.1 Wh% hiiE4K4 Es M .$$dTN E C<< LM(4 ??CG SISNT4 Figure 4.8d. Suppression Pool Chugging Noraalized Spike Attenuation ('$sdE$ rama M(4d 14-020279 3C.4-21c
BFS !5EM %K@ hhhh EGE1 V T G K4 s k - (4MCC1 . K44T(4 2.o ggg4 7.s n !?KM
- gge sk WMW<
*2 a g'((4 2 4 e s 2 ' ' '
MEC4 "O DURATION (meed l E s - yy y !ECG $o - TOP VENT Q Wi2ECc 5 **" i'G%@ 8
; -2 - ) aL r<&t<Ce EM e ;
Este - - EM I -4 - E<<CCt Q s
-s -
MK$ M E< <TMCC -a - E E(@ ( g',g'qrf NOTE: APPUE4 TO BOTH PEAK AND MEAN KRC4 _io - Paessuses %KG KCEC1 EE'CG3 EEE4 8AsEMAT gqqq(q 4o , 2.0 EC M WGN EM(45< 2.o ECM KKKC4 EkN((4 4o (dECT4 K4WCG W(C#s EC<<4 KCC(4 g g g Figure 4.8e. Suppression Pool Chugging Spike Duration "d" as a Function of gqqq Location in the Pool $$$$($ K<< a E<CC<<< 14-020279 3C.4-21d
BFS
<<M4 fkh EM t<Mc Ef M 4 (CCCC<4 ECCC4 v K<RC4 a -
sfMfd WCetG MCT4 " iT(T(@ KCm ,~ {f(g o.2s W< % " K<M(4 TOP VENT q
- 1r 37
- t< <<4 .,
EC(CC4 E<<<<<! 2a ECC(4 ,, l'##W ( M << li.o mac4 W1[('<4 E<TC(4 K4EC4 [CC(f(4 EC{ M t<ct<<<4 [G K4 lRM 3 EW43 E KC<<@ $ s Kt(t<e d E RK6 2 $ 4rCET4 8 g [(('dQ o.32 BASEMAT o 25 f(CCM K<CCC(4 LtM4 K<<m 22 o.2s KC'<<<4 KCMC W<4'K<4 K<<<<% ECC<<4 [EC<<<< L4RCC<< [((x((s(4 Figure 4.8f. Suppression Pool Chugging Normalized Peak Post Chug Oscillations Et<<t< KCCCE4 14-020279 3C.4-21e
BFS Ef M d' KTES ECC<<4 EMS Et&<<4 RWG [<TM Lt M ME4
-1
- < r e g/g('4'/'f(4 _g _ CordTAINMENT 10 ft ELEVATION MCMf4 0 RMG /
W<'<G . EM , _ KCfECS we<<< A -& 1 fres Ktetet< 8
~
N KM4 5 tiKC(4 h ~ @(((((Q(( j DRYWELL WALL h* gggqq g 10 ft ELEVATIOre DRYWELL WALL BASE [('<M u WWK4 a* ^ wac4 a s(C<<4 8 KCCCC<i 55 - t<WC4 M k,g((MA (QQ 6 g 0 9 18 27 36 ( xb, 4, -180 -36 -27 AZIMUTH (degrees) 180 KCC(G K' K((4 '<C<<<4 ECCC< K<<((<4 KECC(4 KCCC4 ghj Figure 4.8g. Circumferential Underpressure Amplitude Attenuation KTCC4 KCC<<td f4E(44. w%9 !KCC(C4 (C M "
- <<<<R< W' 14-020279 3C.4-21f
BFS I (dkkN E(6
$$$kk reew4
[M<<<
![<<<<<<
NxYN((N 7 f(kkh x 6 - waa ORYWELL WALL 10 ft ELEVATION h' wa, h'f$f s - MM3 YK M < << g * - KC( W S Lt<M ?
' <<cte s K<M z a -
r(<<<<<1 8
- (<<<<< s
(< M 2 - f(CCC4 s2 t% 4 E<"<<1 K(C@ IC$N(< ' _ CONTAINMENT 10 ft ELEVATION DRYWELL WALL BASE KMC4 KM4 0 ' ' I ! ! ! ! ff w [((sk(d -180 -36 -27 -18 -9 0 9 18 27 36
'[((g,(/g AZIMUTH (degrees) 180 ;<<<<(<
ff<<<< (CCCC(d LC(EC<< KCCC<4i K<M
<CCCC<
KCCT(<4 Figure 4.8h. Circumferential Post Chug Oscillation Amplitude f((((<4 Attenuation EM4 KCC<<< LEEC4 f4M(4 kkkh KCC(4 x <K(< 14-020279 3C.4-21g
BFS E<<<<<< W iMt<4 kkkhb! K<e@ EEKG KMM EM(1 hf<kkkh VEC<<4 E <<4 f
' 4ffE4 MGK4 K4M(4 EM4 K1ECCC(4 W515 ?C M<<
M R C4! KECM M&K' < K<<(s ct<Ktt E%t<tt a Eg'((()' This figure is PROPRIETARY and is provided under separate cover. r<(t<<c KCt<<< ECCM K4w<<4 ECW KC<<<< REC <t4 K<<<<<< EC 4&< K<<(W~
- <<<<<4 me KCCCG K<<KC4
'<<<<<4 t<<<<<4 Kt<4 KC(41 K4Ke x(<%%s ECT<4 Et<<< KC<6M <t<<@ ggq Figure 4.9. Drywell - Containment Pressure Differential During Chugging 14-020279 3C.4-22
18111111111111111111111111111B11111H1111111 Table 4-1 CIIUGGING LOADS PREF, HUG UNDERPRESSURES PULSE ISPIKEl AND POSI LHUG 05CittAIION AND DURATION DUR ATION d** AND FRfQUINCT PE AK (Al ME AN (Al ptAA e g A., PEAK (D) MEAN (0)
-5.8 P510 -1. 3 P5ID 100 PSID 24 P5ID 36.50 P5ID m2.2 P510 097Witt Watt 125 M5 125 M5 8 M5 8 M5 10-12 Hr 10-12 H u -l.3 P5ID -0.6 P5ID 3 P5tD 0.7 PSID s I.7 P5ID al.00 P5ID contagngg ny 125 M5 125 MS 2 MS 2 MS 10-I2 H 10-12.Hz tv
,i _ m m u
-1. 8 to -1. 3 P5 f D -0.78 to -0.6 P5ID 10 to 3 P5ID 2.4 to 0.7 P5ID m2.1 to a I.7 PDID 31.29 to a 1.0 P5ID BAS [MT 125 M5 125 MS 4 to 2 MS 4 to 2 M5 10-12 Hz 10-12 Nr w= s,0.125 a - -0.55/r p =
2n/r
- 0. 5 5'* / Zet i P = Be )for0.08<t<.1sec.
sin ( t J O A m U st $ P = Asin(U T75)) for t from 0 to 0.125 sec. b 8 0 m
- R811111111111111111111111111111Hliiihilililillilitali U
e - eco - NOTE: THE HIGH PRESSURE AND HIGH TEMPER ATURE CONDITIONS SHOWN FOR THE FIRST 45 sec p - so - CANNOT OCCUR SIMULTANEOUSLY AND IJEED NOT BE CONSIDERED IN COM51 NATION (DRYWELL NEGATIVE PRESSURE DURING ECCS FLOODING NOT SHOWN) soo - 450 - 4e - 400 m 350 -
- l 30 330'F TEMPERATURE N
i 5
=
- n. 2i.a p e y3
% 3 E ----l e-m - m - l l 1 PR ESSURE g __ _i 2 _ps.g 200 _. N N
.so -
io - N N N 500 - i DAY i2 DAY % ioo D AY l I I I I N so _ o ici io? 103 104 ios ice io TIME sec Figure 4.10. Calculated Maximum Drywell Atmosphere Bulk Temperature and Pressure Envelope 2A gg
BFS
'b5k.Y'M f ,;%474 Mi It@
l'1'Yfs
+ 7+;9h..M u- s c. a CYCLING FLUID TEMPERATURE g,7 ggg TIME HISTORY sx a.
'. (4 230*F TN@% l
$'&pW;;.g M 200 -
l l Q~ E
'a< < gli)f o_
Gs <. 'p'$ w l l
"<,y ', ';j $ l l s
, y'x e 1 l
^NN
( e s g l R; Et rim
.. . . w ,r, 1 l l m.- w w a %' : M? > l l i' v'" s' '"' ~e3 0.2P
- =
6 0.2P = I = O.2P
= _
OAP
=
lI:{$h{'? $ t'pNNf
$c!":dd 0 I l O
{U"A%' P 2P psQgg TIME (med 1 < P < 5 seconds ik[UEl 50't$$$
$NI$N k',iNNO b4 nut lk$$(&
Qf'Q AREA OF APPLICATION
.tG M Es t zzva eA l .-
Ni'@ w,3 EMi .A.-
.- 2n +
a. EM -
- y 2
I IIIII i. n MB5!Ts'!!j
.o kh k' NOND a ** k . ,' OUTSIDE DRYWELL INSIDE DRYWELL WEIR WALL
['@h5{$ , W A LL WALL EsM4 W R$ EMM E. ,,E,v, .M,4, hMM5h faMM
'ni'Gs 'sik W @
ES M Figure 4.11. Drywell Top Vent Cyclic Temperature Profile and Area of Application Md During Chugging 14-020279 3C.4-25
BFS m, ya, 5. WEIRNALL M25 hMEM gm;gg The weir wall experiences loading conditions during both the design basis accident m sa K Psf 4 and during a small steam break accident. Figures 5.1 and 5.2 are the bar charts gg QW[A"' for these two cases. The intermediate break loads are less severe than those
- E 3 associated with the large and small break. Figure 5.3 is the bar chart for this d
' $MM [6 g g case. EMllif K%M g'gq(4 5.1 WEIR WALL LOADS DURING A DESIGN BASIS ACCIDENT M@#1 WR?dt M gMs 5.1.1 Sonic Wave Nifi!S$ [$$9ST 78 M G For the reasons discussed in 4.1.1, this phenomenon is not included in the weir kTM$ jgg g wall design conditions. A sonic compressive wave does not produce a design IG M G load condition in the drywell. $$$7M43 EMM M A G 5.1.2 Outward Load During Vent Clearing [M$$$$$ KCM4 MNOAO The pressure drop at any point on the weir wall due to the acceleration of MSE4$ g ggg water during vent clearing is less than the local hydrostatic pressure. There- [M M fore, there is no net outward load on the weir wall due to vent clearing. This &@Md ,g g conclusion is based on the predictions of the analytical model presented in hkhd N Reference 1. aWM4 '4fdM GWl9 7- 5.1.3 Outward Load Due to Vent Flow MM MK4 g ggq Once flow of air, steam and water droplets has been established in the vent DI$?fs[fsystem, there will be a static pressute reduction in the weir annulus that %TM4 [qq q leads to approximately a 10 psi uniform outward pressure on the weir wall. M<4E4 This loading was calculated with the vent flow model described in Reference 1 M$!! 'gggq and for design purposes is assumed to exist during the first 30 seconds of EEd E' blowdown. EM rf<<<<4 N dM
$ 5 .1.4 chueging Loads EM NN MM The pressure pulses generated inside the top vents during chugging (see
((<$(6 Section 4.1.9) propagate toward the weir annulus. A typical trace of the 3C.5-1 14-020279
BFS $U54 ' M'M g e<gg pressure pulses on the weir wall is shown in Figure 5.4. The dominant EEdd pressure response in the weir annulus during chugging is characterized by we (TSCG g g44.a pre-chug underpressure followed by a pressure pulse train, as shown in IIE M Figure 5.4a. The load applied to the weir annulus (weir wall, basemat and $fC4EE4 (ggg inside drywell wall) is described by a pre-chug underpressure, defined as IITEIf4 a half sine wave as shown in Figure 5.5, followed by the pressure pulse r" M K4 . g ' M((4 train shown in Figures 5.Sa or 5.5b. For local load considerations the peak amplitudes are applied, and for global considerations the mean ampli-( tudes are applied. aue<< 6ffd d Vertical attenuation of the weir underpressure is very small; for design NY$M4 (qqqqqevaluation,noattenuationshouldbeassumed. For the pressure pulse train, E E C4 the attenuation on the weir wall and drywell ID wall in the vertical direc-Widfd4 g(({(('4 tion is shown in Figure 5.6. For distribution in the horizontal (circum-IIdT( M ferential) direction, the local loading for the pre-chug underpressure siff5CG l(( gig attenuates, as shown in Figure 5.6. For the global loads, there is no at- $E E I4t enuation in the circumferential direction. MtTM [CCE@ pg KE<4 ~ a. 4>) 3C.5-2 14-020279
BFS N'$$ 5 1.5 Inward Load Due to Negative Drywell Pressure g 4 ggggge4,Due to negative drywell pressure discussed in Section 4.1.7, reverse water [(4@d[4 flow in the horizontal vents will Jead to inward acting impingement loads on $$ifE'@ gggg the weir wall. A simple, steady-state flow analysis leads to flow velocities Efff((4 approaching 40 f t/sec if it is assumed that a 21 psi negative differential '4M{4 gq q, exists between the drywell and containment. K4ECM E'M gg((qgt This leads to a total impingement force on the weir wall of 12,800 lb. per EN vent applied over the projected area of the vents as shown in Attachment H. $f<@f@ 'f(@'@ This number is based on a simple jet impingement analysis which assumes that
; the force on the weir wall corresponds to a change of the horizontal momentum (4 & Td of the water flowing through the vents.
EM t<ec't : ('@((M This same negative drywell condition can theeretically result in the flow of water [(@iCG ggqgg/44 over the weir wall into the drywell. Using the hypothetical drywell depressuriza-M((((4 tion time history shown in Figure 5.7 a peak velocity of 25 feet /see can be
$[(TM gggegg4 calculated at the top of the weir wall. This velocity is decreased due to the
[{ET@ effects of gravity with elevation and the spreading of the flow field so that WW$4 ggqqq; the maximum elevation rasched is 11 feet above the top of the weir wall as EE4 shown in Figure 5.8. Structures in the path of the water are designed for 6'(@ (qqqq'4 drag loads using the following equation: ECC(4 (($TE 2 E(<TC< c gAov ((((((4 F = 28 e [(((((((4
'<<<((4 g g4where:
4 ECC(4 KC<<<4 = ggggg F Drag Load Force, lbf
'fE555$ C = Drag coefficient D
KCCC(4
$@M A =
Projected Area Normal to Flow, Ft
'<TECG
(
'(((q(q p = Specific Weight of Water, 62.4 lbm/ft 3 ESES ge = Newton's constant, 32.2 lbm-ft/lbf-sec2 E(T(4
[((((qq V = Velocity of fluid, ft/sec.
%%dd4TS 3C.5-3 14-020279
BFS EM ' E M di 5.1.6 Suppression Pool Fallback Loads
\
For the reasons presented in 4.1.6 and since the weir annulus pressure is
' Q(({g controlled by vent flow during the period of interest, no suppression pool
{
,' fallback pressure loads are specified for the weir wall.
FECC<<< 7 5.1.7 Hydrostatic Pressure am tK<Ces g g During the first second after the DBA, the water in the annulus is depressed E T@ to the bottom vent; therefore, there is no inward hydrostatic pressure load on [6M jg;gg the weir wall. Post LOCA hydrostatic load is an outward load due to the differ-EffEi$ ence between the water within the weir wall and the level in the suppression $ME4 g({ggg4 pool. The influence of seismic accelerations on hydrostatic pressure distri-EEN bution is discussed in Attachment B. EM t<WC4 $5 E 5 .1.8 Safety Relief Valve Loads $$$M EM f In the event of safety relief valve actuation, the hydrodynamic pressure oscil-(( M ( 1ations associated with the pipe air clearing transient car. reach the weir wall '*" ECCC%t-g g g through vents. Attachment A provides loading information. The S/R valve load $!KM4 is applied to the projected vent hole area on the weir wall. {MCG ( s 5.1.9 condensation r<<<<e E (f(4 ET E 4 There will be no loads induced on the weir during condensation, as shown by EC(M [((((((((< lack of transducer response in the tests. $4E(CT((4 Et<<<4 L M ((4 5.2 WEIR WALL LOADS DURING AN INTERMEDIATE BREAK ACCIDENT (ME4 fMG RK(((Q Figure 5-3 shows the bar chart for the weir wall during the IBA. The safety relief loads associated with ADS activation are discussed it. Attachment A. RM(< The LOCA induced pressure differential across the weir wall vill be small. $$$$4E(4 MM M e4 3C.5-4
BFS ff')5.3 u<<<e WEIR WALL LOADS DURING A SMALL BREAK ACCIDENT KC(((1 ggggg The loading sequence for the weir wall during a small steam line break is essen-E( @ 4 tially the same as for the drywell wall with the exception that there will be no pressure differential across the weir wall other than hydrostatic pressure. I(4KC($($ Apart from that, the information in Section 4.3 applies. K@!KG L M f4 E N 5 .4 WEIR WALL ENVIRONMENT ENVELOPE MMf4 KW<< EIN The temperature and pressure for the drywell envelope data (Figure 4-10) KTff'4 f (f(RQE4 applies to the weir wall with Lie exception of that part of the outside face b5(N'N which is below the elevation of the upper vents. This region will remain sub-ffM4 [!En"$KT< merged and will be mainteined at suppression pool temperature. It should be T fi g((g((gg@j noted that the weir wall structure is totally within the dryvell and effects $'EM of environmental conditions should be examined on this basis. MCE4 R E G1 5E $$$ The first 6 hours of the environmental conditions defined on Figure 4-10 are WCC<4 gg{gggbasedonasmallsteambreak. Faster shutdown by operator can reduce the ESN5I duration of the small break to 3 hrs. For a large break, the free volume inside Ei((ld gjjgggg< the weir wall is flooded and environmental temperature conditions will correspond N N M to the water temperature in this volune. This is less severe than the conditions EdNN g(g(ggg(. of Figure 4-10. 14-020279 3C.5-5
STRUCTURE: WEIR WALL 7 ACCIDENT: '>EStGN BASIS ACCIDENT (DB A) e o y SEISMIC - STRUCTURAL ACCELER ATION LOADS
- POOL SLOSHING LOADS ATT ACHMENT 8 e
HYDROSTATIC LOADS - (NONE BETWEEN O & 30 sec) SECTION 51. 7 LOADS DUE TO SINGLE S/R VALVE ACTUATION (SEC 2.11 ATTACHMENT A SECTION 518 & 2 4 h APPLIES TO BOT TOM 2 VENTS j h g NOTE: CHUGGING AND INWARD LOAD OUE TO POST LOCA FLOODING ARE NOT COtNCIDENT. S 8 0 h OUTWARO LOAD u SECTION 51.2
< - VENT CLE ARING 9 s $
m Y OUTWARD LOAD - VENT CHUGGING SECTION S.I.4 & FIGURES 5 4,5 5. 5 6 FLOW (SECTION 5.1.3) INWARD LOAD FALLBACK SECTION LOADS 5.16 A CCS FLOODING OF DRYWELL SONIC SECTION S 15 SECTION S.1.1 I I I I I l 01 3 5 30 100 600
' ADD S/R DYN AMIC LOAD TO STATIC LOAD DUE TO DRvYvELL AIR PURGED TO CONTAINMENT. VAPOR PRESSURE AT 140' F.
Figure 5-1. Weir Wall-Loading Chart for DBA g hk '
= HilEREHHHHHHlitilllllHHHilHHHHHilHRH STRUCTURE. WEIR WALL ACCIDENT: SMALL BREAK ACCIDENT IS8Al LOADS DUE TO SEISMIC ACCELERATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE .
lATTACHMENT 88 HYDROST ATIC NOTE:THE THE WEIR ANNULUS WILL BE CLEARED TO THE TOP OF THE UPPER VENTS WITHIN A FSECTION ACCIDENT Evv MINUTES E.T ElJ p ATMOSPHERE TEMPERATURE O 54A D u b FIGURE ,O O SINGLE S/R VALVE ACTUATION NOTE DURING COOLDOWN WITH CONDENSER 4.10 W ISOi ATED. PERIODICALLY FOR UP TO THREE ISEC 2 di HOURS (ATTACHMENT Al us CHUGGING NOTE. CHUGGING CAN LAST UNTil BREAK ISOLATED OR VESSEL DEPRESSURIZED (3 6 hail. '* y l a ------- - - d 5 4. 5 5 AND 5 6
.1 men 3 his 6 hes TIME AFTER EVENT Figure 5-2. Weir Wall-Loading Chart for SBA
' A TA$[CTUR E: WEIR WALL g ACCIDENT INTEHMEDIATE BREAK ACCIDENT (ISA) a N
$ LOADS DUE TO SEISMIC ACCELER ATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURF ACE WAVES (ATT ACHMENT 88 HYDROSTATIC PRESSURE NOTE POOL DUMP INCLUDED AFTER ADS. WEIR ANNULUS LEVEL AT UPPER VENT LEVEL.(SEC 517s 3 SINGLE S/R VALVE ACTUATION 13EC 2.41 68 LOW SET-PT VALVES ACTUATED (425 sect ADS ACTUATED" (SEC A.8.3.2) / 5
;- OUTWARD LOAD SECTION 5.1.2 5 VENT CLEARING 2
O u OUTWARD LOAD SECTION 5.1.3 fo VENT FLOW (SM ALL COMPARED TO 08 Al u a e a Ln - ns b CHUGGING SEC 5.1.4 AND 5.1.9 SECTIONS 51.4.5.1.9
- TIME SCALE DEPENDENT UPON BREAK SIZE MINIMUM VALUE OF t = 2 trm.
I t 10 1* 8 ' 10 TIME AFTER EVENT. men
*
- ADD S/R VALVE DYNAMIC LOAD TO ST ATIC LOAD DUE TO ORYWELL AIR PURGED TO CONT AINME NT. VAPOR PR ESSUR E AT 140' F Figure 5-3. Weir Wall-Loading Chart for IBA
BFS t ETC((4 KC((@ L'< cat (CC(4K4 fCTM KT(@ KL(<@ M<<< r(CCC<4 K(C M
;<T(CG Kt'<<< <
M@ Kfat4 CGM (<< A4TM lC(4K4 E@ K<<Wd
'GMM MEd ggggq This figure is PROPRIETARY and is provided under separate cover.
E(CN rdWS rd(M MEG K<CG EREG REM Titt% T!@dEM K'GtG KCC((4 L(Kan [EG MfE E(E4 MET 69 REN'4 Em 0#i M k m K1 EEGfd EE&d aus ECC<@ INati Mn:te KES (ME4 (t gg'(q Figure 5.4. Typical Weir Wall Pressure Traces During Chugging, Run 14 14-020279 3C.5-9
BFS ?:fff<<4 f(CCT(4
- <MC4 a KC&G KCCCff M<G
{g,g(g C PRES $URE PULSE TR AIN 5 ECCR4 ECCG ?<<M NA M rfe<<<<< MCC< ICi<<<4 5 ff<<<@ 5 KCC(Ctd 8 MM4 E ' iEC4 2 t<<<<e ! EMC4 (CC<K<4 (Edm tK<<C4 tKCCC4 A
- {C<G(< /\ A _
TIME ' ?d$'{T(64 1 %5%9 (EC(@ %4tst<4 WKit<4 R M K4 gg,e PRECHUG UNDERPRESSURE EM4 KC<<(C(4 ?&te ' M'd G Typical Pressure Time-111 story for Weir Annulus During Chugging gq((<grFigure5.4a. 14-020279 3C.5-10
BFS '<T<C4(4 W(((4 E(C<<4 KC(G EC M (4 d 2(<(G MM 3 (<W<< 3 WM 8 6%<'<4 ? t<< @ 3 rgqq 3 p,,,g -2.15 SIN stM.oSo Km E'C<iff 5 gggg - Fon o < t < ooso ..e %'M(4 = RMfd4 TIME (MM4 M M C4 EM(4 EM1 ECG -2.is E d4 a.oso R&C(4 G M K4 a EM4 K( M t Em E1'RG - EMS } $CK'($ g t Y == ggq a
< ey ,,,- 4ss sm amo hiitsG $ FOR o < t < o.o80 see EfM4 2
(!M R4 TIM E nitM &' tWC4 -o.ss - ohm 4 WS$l0% oD80.ee EMS W M Mt RM?i[4 EK#$ M<@ KO M Figure 5.5. Underpressure Distribution on the Weir Wall and Drywell I.D. Wall ESIM During Chugging SEM'@ BK<<s4 M &4 l4(EM 14-020279 3C.5-10a
= l121111111111111111811111111111H11110111115 s
c
< PERIOD BETWEEN CHUGS = 1 TO 5 sec >
1 FIRST CHUG # 4 SECOND CHUG > 8 40 msec 30 msec 25 msec 8 a m b - h 43 psid cr l4 Y' E 3 p Ad m A w 2 psid
- + q % 14 msec P
s msec 8 msec % l sec
-3.3 psid
-12 psid Figure S.Sa. Peak Pressure Pulse Train on the Weir Wall and Drywell I.D. Wall During Chugging
- w. zm 2&9,
i
= IHililllillRililittlBillililHiHHERHlHIRill 1
PERIOD BETWEEN CHUGS = 1 TO 5 sec > 1 FIRST CHUG > < SECOND CHUG A us g ! =
- r > >: -
6 a . 15 pied h A--
"h"
$ o 5 psid
>' 1 > '
14 mnec A 4 5 msec 8 msec + 80 _ 12 msec
-1 psid
-3 6 pssd Figure 5.5b. Mean Pressure Pulse Train on the Weir Wall and Drywell I.D. Wall During Chugging
BFS b K4CM KCCCt1 KC M I'<<W ERC4 4 M (<4 - WEIR ANNULUS a,wm/, POOL SURF ACE ELEVATION DURING ((((((((( ' CHUGGING iyK%(j l
~
fdl&E I NE TOP vEuT t E& M 2 o - - - KCW ^ M Gt I IN4 MRM -2 - l KEG ErsK's 2 Ka m a E(@ ga - KCTECT g KCCC@ g EM - mt%K< 8 - nacc< E -* KME< g sh 5 PEAK AMPLITUDE 4 % - SEE FIG 5.5a
@{'((((<[f $ MEAN AMPLITUDF to pand - SEE FIG 5.5b g,'
f {g' / g -8 - DURATION 5 rru
~W K@@
kskENs#d THIS ATTENUATION ALSO {'((@'{$ APPU ES TO THE pg M* /r:ad CIRCUMF ER ENTIAL DIR ECTION NN -10 - ME'd'(4 KG M HM GMt -'2 - kin!@@ EM ' ' ' v Ef62 ' ' gggg o a.2 o.4 oe o.s i.o ggg NORMAUZED PRESSURE I(iEEI4 ims t<<<tM K4%fZG WMm EKf@ t<<G KkN Figure 5.6. Normalized Weir Annulus Pressure Pulse Attenuation 14-020279 3C.5-11
T adilillEllillililllEhdHElBillBilliElli n 2 3 1 PRESSURE EQUALIZATION > 0
- l\ ECCS WATER - m WEIR OVE RFLOWS - - m -
P CON DENSES STE AM " R APIDLY CONDENSES STE AM ' hfATER ABOVE WEIR FLOWS B ACK TO VENT 8 ACKF LOW STOPS POOL e gis w i d W W u 10 - b s -
, , I i i I i l i I I i l i 0 2 4 6 8 10 12 14 16 18 TIME (sect Figure 5.7 Theoretical Absolute Pressure Transient in Drywell Initiated by Vessel Reflood Line Break Level 238 Standard Plant e
/
BFS (<CKC4 h <k<k Eja3 KECC4 hh k
' ($<$4 M AXIMUM WATER ggt (4 NEiGNT. v - o kkk ECC(4 io - ,((((((((( WATER ASCENDING KCC<<<4 E E C4 ER<< _
ECG<4 E M<<4 d a Em i (MC(4 s
' ), TOP OF WElR WALL
((({dy g WATER DESCENDING INTO ggyg4 r DRYWELL WEIR ANNULUS E4S&4 3 (<<KE# 5 Ids <$k4 $ DOWNWARD m m UPWARD (([d((4 2 VE LOCITY ~ ' ' VE LOCITY emf 4 E t<<&<<<
-2o tsE(fd -
ECC(C4
- <Mf4 (C M t 4G KCG 2%<<4 -x -
- <(M s f:<ME
.t<<<<td .
Em AM8 I Em -* I I EM -* -20 o 2e e N' EN VELOCITY (fc4 t<<M (Cfm (WW4% t<<es
'N Figure 5.8. Vent Backflow Weir Annulus Water Surge Velocity Vs. Height Edd Above Weir Wall MDi<
14-020279 3C.5-13/3C.5-14
BFS _
- 6. CONTAINMENT M 'f@ The containment experiences dynamic loadings during all three classes of E ((d g g g oss-of-coolant l accidents. The containment designer should consider other
$IM(6 containment loads such as negative pressures during containment spray activation, ECGM gg(((4 pipe whip, shield building loads, jet impingem ent etc. that are not included E6 M in this report. ESE MM EE(O 6 .1 CONTAINMENT LOADS DURING A LARGE STEAM LINE BREAK (DBA) [ME E E CC [M M Figure 6-1 is the bar chart showing the loading conditions that the contain-M(((@ ment structure may experience during the DBA LOCA. Design loads for the various structures in the containment annulus are presented in Sections 7 thru 12. M f(&Q Figures 2.2-2 through 2.2-6 show typical structures above the suppression pool P45 g ,@g4 $i n the standard plant arrangements. EM$d wrm g g 6.1.1 Compressive Wave Loading SIET4 Em g4(4/4/4V ery rapid compression of the drywell air could, theoretically, result in a SEE E compressive wave being generated in the weir annulus water. This wave could V((MM gg then travel down the weir annulus, through the vents and accross the pool to E dd the containment vall. This phenomenon is not specifically included in the EEG g(((({g containment design conditions on the basis that the approximately 20 psi per second pressure rate in the drywell is not sufficiently rapid to generate a com-R(f((Q pressive wave in the water. In addition, even if a 20 psi /see wave were generated ISM 4 g4gg at the weir annulus surface, the very significant attenuation as the wave crosses M ((Q the 18.5 ft. wide suppression pool would lead to insignificant containment wall MCC4 gg g loads. This phenomena has never been observed in any GE Pressure Suppression E(T M test. Kf4CCC4 LCE(M EE ffd6.1.2 Water Jet Loads KCC(@ EC<<4 $$$ E Examination of applicable PSTF data shown in Figure 6-4, indicates some evidence MM g g @ of a loading of the containment wall due to the water jet associated with the $Ed vent clearing process (i.e., less than 1 psi), as indicated by the small spike at W E4 $ (((f0.8 sec. Water jet loads are negligible when compared to the subsequent air NE bubble pressure discussed in Section 6.1.3 and are not specifically included as a containment design load. 3C.6-1 14-020279
BFS [E((((4 g ' f/fgqq 6.1.3 Initial Bubble Pressure
~TM
- $ (( The PSTF air test data for runs 3 and 4 (Ref. 7) has been examined for evidence era g4g o f bubble pressure loading of the suppression pool wall opposite the vents.
[@ M@ These tests were chosen because the drywell pressure at the time of vent clear-ing is comparable to that expected in a full scale Mark III (i.e., approximately EMT M 20 paid and because the vent air flow rates and associated pool dynamics would EMW4 g g be more representative than the large scale steam blowdown tests. The maximum K M E bubble pressure load on the containment observed during PSTF testing was 10 psig Ed d [grgg as shown in Figure 6-4. Figure 6-6 is a s m ry of all the peak containment wall EM I$ M (! pressure observed in PSTF tests during the bubble formation phase of the blow-g((g(q down. The Mark III design load which is based on these tests, is shown in E EN Figure 6-5. I$M$ Emes
, The magnitude of the containment pressure increase following vent clearing is
[(((G dependent upon the rate at which the drywell air bubble accelerates the suppres-sion pool water. Circumferential variations in the air flow rate may occur due IE W E4 to drywell air / steam mixture variations but it results in negligible variations in the containment 'oubble pressure load. (See Attachment L). KT(M(4 EM (qgg4 The conservative asymmetric condition assumes that all air is vented on half of ECET(4 the drywell periphery and steam is vented on the other half. EC((((4
?f<<<<<
EI(N The large scale PSTF test data is the basis for specifying the maximum asym-5'(CEC 4
'(((((((((< metric load of 10 psi. Figure 6-6 is a su= mary of all the peak containment wall pressures observed in PSTF tests during the bubble formation phase of the blow-K4 M down. Figure 6-4 shows a typical transient. A maximum increase of 10 psi on the containment wall was observed in the PSTF at the Mark III drywell peak cal-fT M (4 culated pressure of 36.5 psia; Figure 6-6 shows the maximum increase close to
[4dM g g zero. Thus, use of a 10 psi asymmetric pressure condition applied in a worst EMM case distribution is a bounding specification will be used for contalnment E(M($ g(g4 evaluation. I(dE@ EM g g(4 6.1.4 Hvdrostatic Pressure %R$4 sp KMC< d g((g((4 In addition to the hydrostatic load due to the suppression pool water, the data EDEN presented in Attachment B is used to determine the hydrostatic pressure loads on EMd 3C.6-2 14-020279
BFS
~
g(g{gq the containment during an earthquake. During periods of horizontal accelerations E#ffd there will be an asy= metric distribution around the circumference of the con-
' (( < tainment. Also the DBA will initiate the suppression pool makeup system and N(IIS NM4 tha added pool water is included in the hydrostatic pressure calculations.
[gq Q Figure 6-7 shows the water level transients in both the suppression pool and
> the'drywell following the DBA.
wm y' % %g g 6.1.5 Local Containment Loads Resulting from the Structures at or Near the gg[g Pool Surface MM (? M S ggg4 Any structures in the containment annulus that are at or near the suppression EE$E(4 pool surface experience upward loads during pool swell. If these structures E4Tdf4 g ((g are attached to the containment wall, then the upward loads are transmitted NMi [4EST(1$ nto the containment wall. Sections 9 and 10 discuss the types of loads that y((ggg(< will be transmitted. Id!M w (< ggg((4 Localized loads on the containment wall resulting from the pressure losses hM(<' N associated with water flow past a body are depicted in Figure 6-8. The data if(((Q presented in this figure is based on drag type calculations and assumes that EC(@(1 g 7ggg the affected structures have design features which preclude impact type loads K% WQt from occurring. NkM$ Em E(4E((4 6.1.6 Containment Load Due to Pool Swell at the HCU Floor MdC4E KC(W< fE M This structure is approximately 20 ft. above the pool surface and is 8 feet above E(Ed4 gg{4g the point where breakthrough begins. Froth will reach the HCU floor approxi-M O mately 1/2 second after top vent clearing and will generate both impingement W@WE4 g gg loads on the structures and a flow pressure differential as it passes through EN fMK4 the restricted annulus area at this elevation. ti K M 1TM The impingement will result in vertical loads on the containment wall from any EC(((4 structures attached to it and the flow pressure differential will result in an outward pressure loading on the containment wall at this location. The M b impingement loads will be 15 psi and the froth pressure drop across the HCU RCCE4 g gg flocr has been calculated to be 11 psi; the containment wall will see an 3C.6-3 14-020279
BFS E'5@@ pggjffy 11 psi discontinuous pressure loading at this elevation. Figure 6-9 shows details of the 11 psi pressure loading. The bases for both the impingement and E'*d5E4 flow pressure loading are discussed in Section 11 and 12. k $MIM MM MMM When evaluating the containment response to the pressure differential at the M'egt4' y' g HCU floor, any additional loads transmitted to the containment via HCU floor kfdTjsupports(beamseats,etc.)mustbeassumedtooccursimultaneously. These loads N E 'E gg(j are based on the assumption that there is approximately 1500 ft2 of vent area d M reasonably distributed around the annulus at this elevation. For plant configu- $EE4 g?g(< rations with HCU flow vent area other than 1500 ft2 (see Figure 6-16 for the froth INlEd pressure drop). The question of circumferential variations in the pressure under- 'W?NS g!s'g neath the HCU floor is addressed in Section 12, and Attachment F. {d M E SG M M'(Rt 6.1.7 Fall Back Loads !!!$?$$ w << lM! M No significant pressure loads are indicated from the data generated by the j$'g$d(4 g,gg PSTF during the period when suppression pool water is subsiding to its original
'MM level following pool swell. Figure 6-4 shows that during the 2 to 5 seconds ..
Id'Tl$ g g suppression pool fall back is occurring, the pool wall pressure probes show no M w 50E M evidence of pressures higher than the initial static pressure.
'6MM MW
$$Nd Structures within the containment annulus below the HCU floor will experience fall back induced drag loads as the water level subsides to its initial level. For h ffff design purposes, it is assumed that these structures will experience drag forces W Ms(( associated with water flowing at 35 ft/sec; typical drag coefficients are shown EM l!d,g;z4, ,4 on Figure 10-5. , This is the terminal velocity for a 20 ft. free fall and is a l'@ M conservative, bounding number. DKM M'dKC< (#(IE(4 6.1.8 Post Pool Swell Waves E$E< EEm4 $MN@ Visual observations of PSTF tests indicate that following pool swell, the sur-M E4 f'gq g face of the suppression pool is agitated with random wave action having peak to b $ d peak amplitudes of less than 2 ft. These waves do not generate significant E'E4 E q q containment loading conditions. in. 3C.6-4 14-010279
BFS kf Condensation Oscillation Loads ' tM M4 b($$$d 6.1.9 a TTS During the condensation phase of the blowdown, there have been some pressure
@MJ@ oscillations measured on the containment wall in PSTF tests. Figures 6.10 and 6.11 show typical traces of the containment wall pressure fluctuations EMG$ observed during the conde:.sation phase of the 13 / scale and full scale PSTF isD$g$g jjgq;. tests, respectively. *Mkk a
gg g The forcing function to be used for design is described in section 4.1.5. E$5NN The magnitude of the load on the containment wall is shown in Figures 4.6a YUl@G gljgg and 4.6b. ww;g hnsM
$3[($g 6.1.10 Chugging ?5l$lE$
WMd MMfff Examination of the PSTF data shows that attenuated vent system pressura flue-
"sEId tuations associated with the chubging pehnocena are transmitted across the b N dd suppression pool. Figures 6.12 and 6.13 show typical containment wall pres-M sures from the large and one third scale PSTF configurations where steam g$$$ g I @Ess blowdown tests were performed. Chugging loads on the containment are defined SE2$$$
gg in subsection 4.1.9.2.
$NN@ %d% Long-Term Transient (ggg 6.1.11 ?$$$8 !s W W
'fg g Following the blowdown, the Mark III containment system will experience a long WMMJ l"iM"A"=M term suppression pool temperature increase as a result of the continuing core M Ri& M decay heat. The operators will activate the RHR system to control the tem-N$5N g,$$4 perature increase, but there will be a period of containment pressurization Cs' E 4 before the transient is terminated. Peak calculated containment pressure is EME6 gg 9.8 psig (see Figure 6.15), and peak calculated suppression pool temperature M 5M is 1730F. (With long term Containment Spray operation ~, the peak temperature can 3C.6-5 14-020279
BFS (2E(((1 NEd approach 180*F.) The model used to simulate the long term post LOCA contain- "'RM ,,
'{yg ment heat up transient is described in supplement 1 to Reference 1. y Wl((%
CRE4 f(g('(g4 6.1.12 Containment Environmental Envelope ME'(1 KEM4 $$[TQ(( Figure 6.14 is a diagram showing the maximum calculated containment pressure ff75 and temperature envelope for any size of credible primary system rupture. WKK4 R4M 6.2 gg CONTAINMENT LOADS DURING AN INTERMEDIATE BREAK ACCIDENT N#1'4 Nf!'4 g g g4 Figure 6.2 is the bar chart for the containment during an intermediate break Mf4f4 that is of sufficient size to involve the ADS system. Since these breaks are $7E854 ((ygg(4 typically quite small and because there is a two minute timer delay on the ADS 5% E system, all the drywell air will have been purged to the containment prior to $i$Ifdfd g{(gf the time the ADS relief valves open. Thus, the containment will experience the khfEN loads from multiple relief valve actuation coupled with the 5 psi, pressure kdB Mt'@'q increase produced by the drywell air purge and pool heatup. Since the former 5i6MRC4 'h are pressure oscillations whose magnitude is not dependent upon the datum
$$ level, these loads are additive. Attachment A defines the loading magnitudes 4 M ilt g g g which are assumed for the S/R valve discharge.
$I4MK4 NM v4fggjgg4 The seismic induced increase in suppression pool hydrostatic pressure as a WEET$ result of horizontal accelerations is asymmetric. This loading sequence is E4{K4 ggg4 discussed in more detail in Attachment B. $1NETd EMC4 g((g('4 6.3 CONTAINMENT LOADS DURING A SMALL BREAK ACCIDENT K M (4 KCRM 'fg'((('( No containment loads will be generated by a small break in the drywell that are f any more severe than the loads associated with the intermediate or DBA break. $s((((@ Figure 6.3 is the bar chart for this case. E M 43 NEKC< EMS There are unguarded RWCU lines in the containment that can release steam to
$ $$ the containment free space in the event of a rupture. The RWCU isolation
$'k' gg/g4 EM(((4 3C.6-6 14-020279
BFS Ed4'f4 _ g(gg4 valves and flow limiter for this system are designed to terminate the blow-EETC$ down before significant containment pressurization can occur. Typically a W((M& ((({(((((4 2 psi pressure increase may occur. ED MKTCt4 [g g (4 Steam released by a pipe break in the containment may stratify and form a h > f pocket of steam in the upper region of the containment. The steam temperature [((M((( will be at approximately 220*F whereas the air temperature will be at approxi-WE(%Q g ggg mately its initial pre-break temperature. This temperature stratification ER((( should be accounted for in the design. ( NT4 6.4 SAFETY RELIEF VALVE LOADS (f@f4 MM E E M Relief valve operation can be initiated as a result of either a single failure, E(C'M g gqq ADS operation, or a rise in reactor pressure to the valve set points. In NENIO addition, the containment can be exposed to S/R valve actuation loads any time ET(4 (((((g((4 the operator elects to open a valve or valves as during an isolated cooldown. N IN ETC4 The loads generated by S/R valve actuation are discussed in Attachment A. RRE(c4 6.5 SUPPRESSION POOL THERMAL STRATIFICATION IC(CW(4 MKW 4 During the period of steam condensacion in the suppression pool, the pool (CC((4I$ water in the immediate vicinity of the vents is heated. For the Mark III WO gggg configuration, most of the condensing steam mass and energy are released to
@ M Ts the pool through the top vents. By natural convection the hot water rises, MM g qq and the cold water is displaced towards the bottom of the pool. The vertical S E N temperature gradient resulting from this effect is known as thermal stratifi-E(T5f4
{(y g(q cation and is discussed in Attachment N. The momentary thermal stratification ETE KKK<<6 for large break accident used in contalument evaluation is shown in Figure g(g(4 6.17. 14-020279
HilHillHHillHHilHHilHHHHilElllHINHHH b STRUCTURE. CONTAINMENT WALL "o ACCIDENT: L ARGE STEAM LINE BREAK (D8 A) 5 o LOADS DUE TO SEISMIC ACCELERATION OF THE STRUCTURES AND LOADS OUE TO SEISMIC INDUCED POOL WAVES (ATTACHMENT 8) HYDROSTATIC PRE $$URE NOTE: POOL DUMP STARTS AT 5 mm. (SECTION 61.4) 100'F MAXIMUM POOL TEMPER ATURE (SECTION 61 III 150 F 180*F SINGLE SIR VALVE ACTUATION (SEC 2 di ATTACHMENT A "4 LOW SET PT VALVES (4-12 5 SECONOSI RECIRC DBA BRE AK ONLY E ISEC A.8.3 2)
$ PRESSURIZATION OF CONTAINMENT O THIS LOAD IS NOT COINCIDENT FREE SPACE DUE TO ORYWELL AIR SEE FIGURE 4 4 WITH THE DATA ON FIGURE 614 CARRYOVER
. z & 3 w CONTAINMENT LOAD DUE TO ~ M $ POOL SWELL TO hCU FLOOR. SECTION 61.6 CHUGGtN ShC ION LOADS DUE TO FLOW ACROSS LONG TERM POST LOCA STRUCTURES NE AR THE SECTION 6.1.6 SUPPRESSION POOL SURF ACE PRE RE OF 9 ISECTION 6.1.11 AND BUBBLE PRESSURE SECTION 6.1.3 LOAD. POST LOCA WAVES SECTION 618 WATER JET FALLBACK SECTION 6.8 7 IMPINGEMENT DURING SECTION 6.1.2 VENT CLE ARING. COMPRESSIVE WAVE SECTION 6.1.1 LOAD OUTWARD. CONDENSATION LOADS SECTION 6.1.9 I I l l 1 rec 1.5 sec 'LO sec 5 0 see 10 sec 30sec 100 sec 610 fu
" ADD S/R DYNAMIC LOAD TO STATIC LOAD DUE TO ORYWE LL TIME AFTER EVENT AIR PURGED TO CONTAINMENT. VAPOR PRESSURE AT 140 F Figure 6.1. Containment-Loading Chart for DBA
$.b
=1 11RiRd11111111111111111111111111111111H O
o STRUCTURE: CONTAINMENT WALL ACCIDENT: INTERMEDIATE STEAM LINE BREAK ll8Al a LDADS DUE TO SEISMIC ACCELERATION OF THE STRUCTURES AND LOADS DUE TO SElSMIC INDUCED POOL SURFACE W AVES (ATT ACHMENT BI HYDROST ATIC PRESSURE NOTE: POOL DUMP STARTS AFTER ADS (SECTION 614) SINGLE S/R VALVE ACTUATION ISEC 2 4)
> ATTACHMENT A 6-8 LOW SET POINT S/R VALVES ACTUATED ADS ACTUATED *
- 14-16 SECl'* (SEC A.8.3.2) j 9 i e i O I 5 i U '
M. 2 i C h DRYWELL AIR PURGED TO POOL HEATUP RAISES CONTAINMENT PRESSURE TO 5 psig (SECTION m O CONTAINMENT = 3 peig ORYWELL DlFFERENTI AL PRESSURE MAINTAINED AT 3 psed. 62) - y i I I CONDENSATION OSCILL ATIONS CHUGGING SECTIONS 6.1.9&6110 l 1 i
- TIME FOR ADS ACTUATION IS DEPENDENT ON BREAK SIZE. MINIMUM VALUE OF T = 2 min.
I
! 1 l 10 t t + 10 min t - TIME AFTER EVENT *
- ADD S/R DYNAMIC LOAD TO ST ATIC LOAD DUE TO DRYWEL L APR PURGED TO CON T AINMENT VAPOR PR ESSURE AT 140 F Figure 6.2. Containment-Loading Chart for IBA
o HHillilillfilllHililillHilllHHill1H11H1111111 STRUCTURE: CONTAINMENT WALL ACCIDENT. SMALL STEAM SRE AK LOADS DUE TO THE SEISMIC ACCELERATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE WAVES lATTACHMENT 81 HYDROSTATIC NOTE: POOL DUMP INCLUDED IAUTO AT 30 mini (SEC65di SINGLE $lR VALVE ACTUATION NOTE: DURING COOLDOWN WITH CONDENSER ISOLATED.S/R VALVES SEC 2.4 ARE OPER ATED PERIODICALLY FOR UP TO THREE HOJRS (ATTACHMENT Al g CHUGGING: NOTE: CHUGGING CAN LAST UNTIL BREAK ISOLATED OR VESSEL DEPRESSURIZED. ISEC 61.10) u E O O b b O DRYWELL AIR CARRY OVER RAISES ~ kM h PRESSURE DIFFERENTIAL = 3 psed o CONTAINMENT PRESSURE RISES TO 6 ps.g BECAUSE OF POOL HEATUP. DRYWELL PRESSURE DIFFERENTIAL MAINT AINED AT 3 pse. I I i 1 men 3 hv 6 hr TIME AFTER EVENT Figure 6.3. Containment-Loading Chart for SBA 48 % ;$5h .
BFS ECC<<< K4fd(<4 K<<<<c [<<CG E<C<< t<<<<<4 M<<<< Kf44<4 K<<<<C KMC4 WKCN(4 EM
% % C4 EKCt<4 ECM
$KCC<<<
MM VM1itK< CE<<4 CECC4 W M (4 ETET<ES This figure is PROPRIETARY and is provided under separate cover. EMfd K<it<<4 M <C4 EM(4 Ktte ECC(49 KWCf R W <<4
- <<<a KTfM RCW um K<( M K<t<<
t<M4 (M14 KC<<<1
- (<<W ECCC(4 E(E4 M( 4 LC# Kin EdC4 fEWS tK<a
- K<G M RM4 MM K<<CC4
(({'g Figure 6.4. Observed Bubble Pressure 14-020279 3C.6-ll
BFS MCf(4 - ((M('{g PRESSUR E
- ggggg cm a 4- DiSTRiauTiON 4
L XC4 *?' Ef(CCK4 . . - K M CC .- [CCCC4 - 4 is ei NRK,gg4 .g g ,
. is ei MEM .
Ffd<E(4 ..' - [<<KG . MG K R C4 , r " REfRC4 - ' ?#5M< .. = $ Mfd M5B . = WM&M . 10 pua + MM d
~o
- RM41t ggg4 3 e 2i.8 poo MMd d o 0 KsMC4 f
- g a g<
~
8 ..- ' 5 WM4 = 8 K4WK4 . 'o . u2 u2 2 WCG '. ((( BASEMAT AST4$ p I T I lf to kkkkkh M7 P5'd ??O& '/ Wsm g?K{q 3'^ "*' pygg O UR ATIO N M2M6 I(((Md P"^* REGi - {'({f[(Q $ FOR y C yo. t = i 0 see FOR y ; var = 1.0 + (y - yo)/@ (sec) ((hf(h y[ WHERE EM 8e I r= d; Ewd;zw.W < >4- OELAY OUE TO FINITE POOL w l SWE LL VELOCIT Y N y= HEIGHT ABOVE B ASEMAT. It
$$ yo = INITI AL POOL DEPTH, f t l'j($((i yg l (BASED UPON 40 fps POOL
{ j'gg( SWELL VELOCITY) Q{Q 0 t VMAX"YO ' 18 f' 'g((({ { 7 r+0i r + 0.5 g-g {g TIME AFTER LOCA bect T@4fd Figure 6.5. Dynamic Loads Associated with Initial Bubble SE(@ Formation in the Pool 14-020279 3C.6-12
BFS - 3 EC<C4 KCC4 W< m E('<<4 t<<<s(t WKM E(MC< K<CCC< KCKC4 KW<@ MWs WM<< MC4 Km<4 K51LG KCMS EW4 M45't EW44 FC4E(4 ECM EE('(<4 This figure is PROPRIETARY and is provided under separate cover. Nfd RE M EM MG WuM EEE
??!RC4 N C(C4 I(G0did5 TG M tEKE4 ut<<tt EM61 KM@
EWd M463 (MKi t<M4 EG4 ESGffd (NC'd t<(KCC4 ifC M t KES tes<4 MM GfEG ress KM1 (SM Figure 6.6. Containment Pressure Differential During Bubble Formation EffdTId 14-020279 3C.6-13
BFS . b2bh)),') 3
.x %%gwia ka *N gg (wg gd f 26 - '
[ WEIR tan / it.t'6tMA c 92s,was ,
'<r ss((Nd N('<es. N s'ssNN 7* ~
%%iM'M, Q,, )b/4's
}
/
\ es\' x%s, s < - :ssias ,/ G5bh v ,wys sut9RE ss\0N f 5hh*Y $;d!d sk 900L l
- - in so? 'L 5$ l
.~ u aT';b".
-v' M Nh'E'[( '
MIM C6' Nw ?G. vAs'; 18 - hfh$kkd g 4 o MiWZ,//, y:,< g g ,s o
.a s s seN u ,
e% x ' ,; / ,';s a e . 'M,'c$,:b m ,< 5 0 16 F O W1ER mus s s'NN'
- ANNULUS
,ww c7,9; ' R.\:: k A\}
kNN 5 lj Top or [WW) N * ~ l FIRST VENTS MMid '- 3 I
,?k.N%n
DRYWELL J' lQ? W
$ 12 -
ib' ,$' e d$$$,k,$ < a ' 1!%M 6 sw i'i'<ug ssue s w w s io _ / i d
<a , c. p'. .MN s#O:s\N N '6 Q hk1?dd ; ~,7. ..-
8
- g; . S g, Ws-lTh
.,.,,i.
ss 's s 6 -
$Nk-N {
. . ,' 8,8,
%,C%, .%..
l$kQh 4 - is Mi! ( S 85" 5 KWi[4 zrkn '
.~
(dbN s itV4K8 L l l l l I I ! I I E h.?l.7'('dwsJ [fGQ o 2 4 6 8 to 12 14 16 18 9 M$d,,, TI M E, minutes "t:g M g
' ma . . .
x ushsass gj Figure 6.7. Water Level Transients in Drywell and Suppression Pool
, A'f{ Following DBA ds'dWMt 14-020279 3C.6-14
BFS BULK OR AG f4(ECCC< ~ w2 - -- WC((<@ L'K K M ~ v2 ~ WKC(4 Et(M Y E11'C(1 / meC< . KWs'4 *
??&'C /
KC'd(C4 KK45G4 s WMS / M E'@ ar / f(CCW4 , KCC(2 KEssd -
!$(CE4 EEC<
ARR ANGEMENT "A" ARR ANGEMENT "B" ttWGt - STR EETER. " FLUID MECH ANICS." Sm EO.. P 273 SEE FIGURE 10 4 g;gel4 gg
?%1 M E@Rs kkh '
3PMAX RMS QQQQQ AP pn 3 $ Y IMGM i W fhkh APMAX ([$f'(f PRESSURE DISTRIBUTION 3p > PRESSURE OtSTRIBUTION g;r (q 20
- 3 ,; PD FOR ARRANGEMENT "A"
> b/2 FOR ARRANGEMENT "B"
'g((gg'g [
APMAX = Po apM A X - 15 Pn Mt'M bkhkN 's IS + AP - EGGG 1
- Kf E C4 '
Mi!E E is - 4 ((K4'@$5 LWid a ARM 41 : e* pot kkN '5 14 - NY$Nkk A" Nb N' y3 ggBA NGEMEN3 hEf9 :g y.g,7 yff 12 - NOTE POOL SWE L i hhs A VE L OCI TY 40 't in $@f($ (#d$EI'4
' ' ' I MC<<3 i sygd$ o to 20 30 40 KC M 6 a
~'EG'@ ECfdf1 fM('M@ Figure 6.8. Drag Loads on Protruding Structures Due to Pool Swell 14-020279 3C.6-15
74'M(4 - Tf<<<T1 (<<<<G KCC'dC4 C'CC(CC4 il K<CCE4 m 6'<<<<'4 E!'EM - rM(Ctd - _ l ra<<<< RECC4 oco
,toon
- a K4CCT(4 _ ____ 3 KC<<@ f 11 pai *---
f(((({4 CONTAINMENT Ed'CC<4 (CECf4 @ tittM (<dCK4 (4K<C4
'(C('<<4 -
KT< W KCCC(4 ( M' <C4 KV4 G CCTM ETM(T Figure 6.9. Containment Loading Due to Flow AP ACROSS HCU FLOOR j 14-020279 3C.6-16
BFS Ef(C(4 K<M(4 KT< <4 K<<<<<t1 E(GK(4. WK(%4 K<T<<4 K(CT(4 Km (((M RCCM
- f(<<1 KTTC4 litettt K4KC4
<"<<G KM<4
[4EC4 K<<<<< t<<CT<< E"s(CG
~ !K4fCcf4 This figure is PROPRIETARY and is provided under separate cover.
[(<6((4 K4KC4
%% M KCMK4 t< M K4fffG
[<<<<<<G Ei(t@ EC M
==
KC<CC4 KRC'4 KEE4 C(WC4 EstsK1 Ef6 M E C4 tit ((65T4 i4MM > V41% tc<<c(c MG KTC4 mt<<4 [(C<<4 [(((((Q(Figure 6.10. Typical Containment Wall and Basemat Pressure Traces During l'g(g { Condensation, Run 23 (Ref. Test 5807) 14-020279 3C.6-17
BFS
. t t<f<<4 VSM(4 ewe
[TCC(4 (<<<<4 RCT4 K4&t<4 KTdCCG KC<<<<4
'<W<4 KC W 'K4(<<<4 EfM4 W M d4 MK<<
ld'C<<4
<MCCs NEC4 YtEG Cc3 fat 4
[<fM KK4 6 KfdE4 fhkkkhhffk! nis figure is PROPRIETARY and is provided under separate cover. m e. KKEM V&%% (CCCM t<tM4 KC<<(<<< KC41((4 E4CTf4 Em4 [<<GCT1 E @ 41 EEC KCCE4
"<CCG f2tfEd fEMC4 EdM RWKEE4 KtW4 KTM
[KSC4 fem KCC((4 EsflM RtEf<4 C4(W4 MM3
'sMC0 R( M E '\fh Figure 6.11. Typical Wall Pressure Transducer Output 14-020279 3C.6-18
BFS
- I
[WC<<t K<<<f4 t<<'<<<4 KCC4K45 [M Gt MCC(<4 (CC<(4
- (<W<4
- <<<<<<'4 d
' <<&(<4 l'#d' <<<4 te<em @f(E4 tcK<<
EKT4GI4 rnMC4 ECEM WK<<4 bhh This figure is PROPRIETARY and is provided under separate cover. ree<4
- CC<S KCCCCG KC<G iK4KCG KW<<4 E<<G
'C<<<CC4 t<<<tm KTCCd4 Lt<M KECG KC<<G L< Mis 4 E(tm MR(G KEG WMM
[dGl(4 LtGK4 t<MC(4 i
' t<<<<<<
Ki<< @ EE G KMt49 7%%K4 (
'WM
- <cacc<<
[(CC<C4 Ed(<Td4 Figure 6.12. Wall Pressure Response - 5702/12 f(MC<< 14-020279 3C.6-19
BFS T(<<<<4 W(@ Een seu4 ECC<<4 k K<<CM KEM R4K<4 K4(<4 t<< M i<<< Kid
<<cK1 KT@
ECM<< f2 M KWK4 EEG ETICGf5 This figure is PROPRIETARY and vill be provided under separate cover. [TC@ K<<M REC (4 EM4 Kekw L: KK1 aaa. [Tdf(3 KC M ECM EMG ttKM
?<4m L%CKB TMs1 EME KEM EM KCM4 YK< m f(fi456 EsM K4<m ECM EM(4 teus KCM EETN Figure 6.13. Wall Pressure Response - 5801/9 E( M 14-020279 3C.6-20
'n 'rc3? ?'* ",'5 {2 'A C;YW ti t?: fb i %?yVCESQl,'~' lief U$.;T 2 ??l}? f f,M$3l*?QRQiY'k?S$M'&[G' Q[$ 5'SYE),' f f} '
w w s~ YY N r I o n 280 - 22 o N N o 260 - 20 LOCAL TEMPERATURES OF 330'F/250 F ARE POSSIBLE IN THE EVENT 240 - 18 - OF RE ACTOR STE AM/ LIQUID BLOWOOWNS TO THE CONTAINMENT 223 - 16 - 200 - 14 - E . 9 3 180 - d 12 - o
$ ,- TEMPERATURE 173 F
& c 4 3 m
g 160 - 10 - PRESSURE 9 8 peg . s e o I y
- m N m
" v1 140 - 8 - 120 - 6 - m g - 4 O O
- n m O
80 - 2 - h 0 I l ! l I 60 10 102 103 19 105 t@ 107 TIME (sec) Figure 6.14. Calculated Maximum Containment Atmosphere Bulk Temperature and Pressure Envelope for Any Rupture
BFS s , 30
? /
20 - 1 w~ 5 a w 2 MINIMUM ECCS PUMPS OPERATING M* F PE AK SERVICE WATER TEMPERATURE O 3 4 5 6 7 LOG io TIME, sec 30 f 20 - 3 ui - a E a ALL ECCS PUMPS OPER ATING 10 -
^ " ^ "
0 3 4 5 6 7 LOG io TIME. sec Figure 615. Long Term Containment Pressure Following a DBA 8-040177 3C.6-22
BFS 3 { f '. 8 F: eu O
= E a r I e h
< s i
E o l O S p__- ___________ g A 3 ll O t il il M il W ll 8 il s g t il 0 ll 11 11 1I 11 11 11 E
~
II li il 11 ll il II e il l I i i g g e o e o (Pmi) di HOOld OOH 14-020279 3C.6-23
BFS EI5N@( 24
$!s04 %CM m <,
A aN; -. CL ~~ lEMfd w we:w
.w :ssw wssi
\s N W{itsti$
g,37g4 2o ------- g F RzE suR F ace Eds?!E4 m'ais mpm svNGM M25C1 fMaW 2 zu+m k k',([s~')'h
- (NITI'AL POOL TEMPERATURE too*F s
(diQ 16 - TOTAL POOL MASS S a lo Ib ggffy POOL OEPTH 20 ft [gggg TOTAL ENERcv RsLEAsE 4 io 8 em SWEQ FINAL BULK POOL TEMPE RATURE 150*F Nec< kis%'4 : MMS S EEK4if8 s _ _ [(Y{['$i$ d Q 32 _ TOP VENT CENTERLINE IMW!A 5 6MdKl'st d KM4 ssWS & M iK4 s'~ (MsE UGM iLE{C<< * ~ R'{(CC1 EMG _ Ms4M TINITI AL TFINAL MGM Bi'MS SM K<G siW4'(4 Guu?ie 'Gir<4 * - 56KC<C41 KCM(< EE'G ERKK4 M KG K@fd EEm . QK@ o i I I BASEMAT l MQds too 120 140 iso iso E&E4 pg g POOL TEMPERATURE I F) N(W4 gg'f(d Figure 6.17. Suppression Pool Temperature Profile for Large Breaks //' 14-020279 3C.6-24
BFS ENC (4 (fM M 6
- 7. SUPPRESSION P'00L BASEMAT LOADS (IKTCM f}- In addition to the normal, seismic, deadweight and hydrostatic pressure
('f(@{ loadings, that section of the basemat which forms the bottom of the suppression fffpoolalsoexperiencesdynamicLOCAloadsandoscillatoryloadsduringsafety/ ME!!d4 relief valve actuation. The safety / relief valve loads are discussed in NKfB g g Attachment A. MRM h . The outer half of suppression pool floor will experience a 10 psi bulk pres-E CT(4 sure load associated with initial air bubble formation as discussed in Sec-
'WO?5 gg gq tion 6.1.3. This pressure rise above hydrostatic is assumed to increase to E M 21.8 psi at the drywell wall - with the increase from 10 psi to 21.8 psi to 'M4%
R(gg be assumed linear and distributed over 50% of the pool width as indicated in SN El(@ Figure 7.1. This specification is based on the observation that the maximum jf(f((4 pressure that the initial bubble can ever have is the maximum drywell pressure NN d uring the accident. Data trace no. 1 shown on Figure 6.4 indicates that the M (T4 M(Q pressure increase is no greater than 10 psi at a point halfway across the sup-
%Tfftf gg pression pool. Thus the specification that the pressure increases linearly Ei'CCR4 between this point and the drywell vall will bound the actual pressure $,$ @ @ distribution.
gg During the condensation and chugging phases of the postulated
'C TEM LOCA blowdown, the loading on the basemat is the same as that on the contain-EldT(4 ggg g ment. See Sections 6.1.9 and 6.1.10.
(((CCG E(\'<C4 ('(('q'('f The containment pressure increases to 3 psi due to drywell air carryover and ib the long term pressure and temperature increases as shown on Figure 6.15. E'G M The time history of these pressure transients is as shown on Figures 6.1, E'TITT4 6.2 and 6.3. (TCM KC E M Safety / relief valve oscillating loads are defined in Attachment A. The net MTK((4 loading on the suppression pool liner will reverse during the negative pressure IENM gwgyg phase of the oscillation, and this lifting load on the liner needs to be con- !(EC4(ksideredduringthedesignprocess. Where ground water level is a concern, CCG g;g g g this pressure should also be considered in the basemat liner design. 4 3C.7-1 14-020279
BFS N[xM ' MM3 KEM NMM g3 RC<<(t$ w 'G!$a 'f"G7XMg NOTE: PRESSURES SHOWN DO NOT INCLUDE { "h!k' IhN 21.8 pai HYDROSTATIC CONSIDE RATlONS %$MlE %GMB ER$3 s WM y Esf E
>. s MMWd 8 E f'566fd $
(ggggy so w - - - - - - - - - - - - - - - - . g I VfMG'M EMfd I K1&M l una , EKE: i
- <KR(41 i MC<<64 KC(KE,4 -
U2 = = U2 = iggg M<% aASEMAT RADIAL DIMENSION gfg4 REC <(d test (t4 gg,g Figure 7.1. Pool Boundary Loads During Bubble Formation g
\\N 14-020279 3C.7-2
^
3FS (<R@
- NN
- 8. LOADS ON STRUCTURES IN THE SUPPRESSION POOL Et<<<
ECCM f,, There are certain structures within the suppression pool which will experience dynamic loads during both loss-of-coolant accidents and/or safety / relief valve
, actuation.
M
' M4 1
g Mgg K<< 8.1 DESIGN BASIS ACCIDENT
?%MA EC<<<1 gqqqg Figure 8.1 is the bar chart that defines the loads that structures in the
( suppression pool experience during the LOCA. u<. ETE @ 8.1.1 Vent Clearing Jet Load EM4 KCCCG ECM Structures located near the projected area of the horizontal vents will WETW pggg experience a water jet load during the vent clearing transient. Attachment G contains calculations defining the region affected and the velocity profiles. KgE'(<$ This region lies in a cone with an angle of s8' for the first 13 f eet and an angle of N12* from there on. f'ff f The velocity of the jet will vary depending on (KCQ location in the jet and distance from the vent. Velocities approaching fVfdM4! g ggg 60 ft/see are calculated for flow from the top and middle vents prior to Ef4 3 clearing of each vent. Therefore, structures located within 3 ft of the vent E4Es3s [g g exit should be designed for velocities of 60 ft/sec. Structures beyond EME 3 f t should be designed for velocities of 30 f t/sec. Use classical drag NTEM 2 g((/gg calculation to determine loadings (pv ). E<M@ K<<<G ggg{gg 8.1.2 Drvwell Bubble Pressure and Drag Loads Due to Pool Swell E%TM WMC4 MFQ Immediately following vent clearing and during bulk pool swell, structures within the pool above the bottom vent elevation, can experience loads calculate KCC(((4 using appropriate drag coefficient, as shown in Figure 10.5 (small structures) and Figure 6.8 (protuberances), and a pool swell velocity of 40 f t/sec. This ' fE(f(4 is a bounding calculation of the maximum pool swell velocity as discussed in f E5Ef(Q gg Attachment I. Because of uncertainties of the flow patterns in the suppres-E M 4 sion pool, the 40 ft/see velocity vector applies either upward or outward. 3C.C-1 14-020279
BFS
~
Tf((((( . . NNM Structures in the suppression pool should be designed conservatively for the E
' NTW g((g(( LOCA drywell bubble pressure (see Figure 7.1) and acceleration drag. (This ,,
g' applies to small submerged structures, e.g., pipes.) wea IISTE 8.1.3 Fall Back Loads ECKCC(4
'ECTL4
( There is no pressure increase in the suppression pool boundary during pool (f(((4 fall back as discussed in Section 4.1.6. Structures within the containment f(C4EC4 ggqqqq suppression pool that are above the bottom vent elevation will experience KC((((4 drag loads as the water level subsides to its initial level. For design pur- ?dd((<k ggggq poses, it is assumed that these structures will experience drag forces asso-f(C(T< ciated with water flowing at 35 f t/sec; this is the terminal velocity for a ??(MM gg(g 20 f t free fall and is a conservative, bounding number. Free fall height is ETIC 4 limited by the HCU Floor. E((@$ E(C@ NIT E 8.1.4 Condensation Loads KCC(4 K<<C<4 Figure 4.5 shows a survey of pressures recorded in PSTF tests at the vent exit [tiddj during condensation. Mi@ Q M'f(4 {i$((C4 8.1.5 Chugging [KLM ldCM E66N Figures 8.2 and 8.3 show a survey of pressures recorded in PSTF tests at the ECCT4 g(gg((q< vent exit plane during chugging. The +2 to -10 psi values represent some EM M loading significance. However, it should be noted that these numbers were [C4M4 (f(gg recorded at the vent exit, and are, therefore, conservative loads on structures NTM in the suppression pool because of pressure wave attenuation. [(M(4 ff<<ti<1 8.1.6 Compressive Wave Loading EEGM ff,. As discussed in Section 4.1.1, the very rapid compression of the drywell air L(GEd theoretically generates a ccepressive wave. But as pointed out in Sections 6.1.1 and 6.1.2, there were no loads recorded on the containment wall in PSTF for M M N this phenomena. From this, it can be concluded that compression wave loads 14-020279 3C.8-2
BFS
.CTCC(CC4 '
Mff6 6 or structures in the suppression pool are significantly smaller than loads T(C(T4 _ gggfg caused by the water jet, f or structures close to drywell. For structures ECTf@f near the containment, neither compressive or jet loads are significant. EE(@ fMd5 ET6TD3 8.1.7 Safety Relief Valve Actuation IT{TTI(($ EFRG E8IM loads on submerged structures due to safety relief valve actuation are ENTs((d ('rggg discussed on Attachment A. ETTCMT 3C.8-3
O O STRUCTURE: STRUCTURES WITHIN THE SufTRESSION POOL
- ACCIDENT. LARGE STEAM LINE BRE AK LDB AB a
LOADS DUE TO SEISMIC ACCELER ATION OF STRUCTURES AND LOADS DUE TO S[aSMIC INDUC[D POOL MOTION IATT ACHMENT 88 HYDROST ATIC PR ES$URE NOTE. POOL DUuP INCLUDED AT S men 1 SINGLE S/R VALVC ACTUATION ISEC 2.48 ATTACHMENT A 8 ' ' 'I VENT CLE ARING 4 LOW SET POINT 2 $[CTION ILI.1 VALVES 1612 SECl KTLOAD h RECIRC. DBA BREAK 3 ONLY 3 DRAG LOAD SECT 80N8.I2 (SEC AJ 3.2) i g 5 FALLBACK SECTsON S.I 3 m, 9 CONDENSATION LO ADS SECTION 81.4 CHUGGING SECTION 815 PR SURE
'T YPICAL STRUCTURCS AR[
COMPR ESSIV E SECTION 816 1 S/R V ALVE LINES AND OUCNCHER WAVE 2. ECCS SUCTION LINES 3 ECCS RETURN TO POOL LINES (TEST AND RELi[FI I I I I i 3 N 600
- ADD S.R DYN AMIC LOAO TO ST ATIC LOAD DUE TD ORYWELL AIR PURGED TO CONT AINUENT V APOR PRESSURE AT 340 F TIME AFTER [v[NT. wc Figure 8-1. Structures within Suppression Pool-Loading Chart for DBA (N '
BFS ' / EM(4 kkk ma Micm4 KMG
?KQd4 LTEGt M!K<4 md 1@(4 khhk mae4 E<ECs4 Kf M !M<4
(<<M ffEW EEcc4 IMM (q((((4 This figure is PROPRIETARY and is provided under separate cover. Y<MG MEs4 KC'< M meta
!E<G KR4 EE<tt EM4 EEE 6ftM !@M4 ftMM WWW E M s1 MM NEW EEG t@KCC<
Et<W (<<<KC4 ECM4 E<<@ P(<<Ce KCCEt< ERG E<<<<< KK(<<4 K4<M4 ggg4 Figure 8-2. Static Vent Pressure During Chugging (Positive) 14-020279 3c.8-5
BFS ((Ef69 ff?Ed Mgm RE14 EECCG E 64 Wi(T4 kbhh wac4 KMW tMSX4 RM4 (mms k RfCM M K4 MM
?TRK(4 EWE 4 W E r<4 NNN(4 This figure is PROPRIETARY and is provided under separate cover.
Et<%@ Mim EhWA ETE(4 EarK4s KMM KGB wm E(<4K4 EM tKtE4 WE{4 WM EMM KM4 wig E R C< MMS EMG LW M KC{@ LC<<<C(4 %K<<S KCCC(<<
- C M C4 ME4 MEM4 T(d<tL4 Ew4 KdM4((4 Figure 8-3. Static Vent Pressure During Chugging (Negative) 14-020279 3 'O
BFS (f{ff@ 9. LOADS ON STRUCTURES AT THE POOL SURFACE MM [~ Some structures have their lower surfaces either right at the suppression WW5'1 ggg pool surface or slightly submerged. This location means that these struc- [MQ rures do not experience the high pool swell impact loads discussed in 5fMM However, they experience pool swell drag loads and LOCA induced gg Section 10. M @ f8 bubble loads. Relief valve loads must also be considered. These are: M'#RS MEM N$ (a) Pool swell drag loads produced by water flowing vertically past EMk@ ggg the structures at 40 ft/sec. (See Section 8.1.2 and Attachment I). 'Alli%? fMfM QQgf (b) Pressure loads generated by formation of the vent exit air bubble N N S$ immediately following LOCA vent clearing. This type of load will INET$54 [(( @ @ result when the structure is expansive enough to restrict pool M1M g;g swell and cause the bubble pressure to be transmitted through the LWiG pool to the under side of the structures. For the CE reference n wqqq. j design, the TIP and drywell personnel lock platforms and, the sump $$M tanks below are the only structures in this category. All are 7dMM gygg located on the drywell wall. The maximum upward floor pressure EM28{$ specified for this design is equal to the maximum drywell pressure fisilM ggggg 21.8 psid (see Figure 4.4). Similar structures located on the !!N5M containment wall would be designed for a maximum upward floor pres-EM (rgq;g sure of 10.0 psid (see Figure 7-1). This is conservative because k @Wie@$ the bubble pressure can never exceed the dryvell pressure, and no ggg credit is taken for the attenuation of pressure associated with NM the head of water above the bubble. These structures should be
< designed conservatively for the combined loads specified above (i.e.,
drag loads and bubble pressure). f{ [EM's fnHE4 g;g (c) Loads due to the safety / relief valve actuation. See Attachment A. If@sM Only structures with surfaces in the suppression pool will experi-MM gg ence the S/R valve bubble loads.
$NEM WSM ggg Pool fall back loads are as discussed in Section 4.1.6.
ECR4 14-020279 ( i
v e 1111511111111111111111111112E11HHH11111111111 S STRUCTURE. STRUCTURES AT THE POOL SURFACE ACCIDENT. LARGE STEAM LINE BRE AK (DB Al LOADS DUE TO SEISMIC ACCELER ATION OF THE STRUCTURES AND DUE TO SEISMIC INDUCED POOL SURF ACE WAVES I ATTACHMENT B1 SINGLE S/R VALVE ACTUATION ADJACENT TO STRUCTU 4E (SEC 2.41 SECTION 9c AND ATTACHMENT A , Z BUB 8LE PRESSURE h - E XPANStVE STRUCTURES ONLY 5 u o W V - P g DRAG LOADS SECTION 9ta $ e z b 3 5# FALL 8ACK SECTION 41.6 l 1 l 1 I I5 3 30 TIME AFTER EVENT. sec Figure 9-1. Structures at the Pool Surface-Loading Chart During DBA NN kh
ppgg 10. LOADS ON STRUCTURES BETWEEN THE POOL SURFACE AND Tile IICU FLOORS sh tA g)gy Equipment and platforms located in the containment annulus region, between EMDM3 the pool surface and the IICU platform, experience pool swell induced ONS dynamic loads whose magnitude is dependent upon both location and the gg @MM3 geometry of the structure. The pool swell phenomenon can be considered @>>M)2 g))),)))))3 as occurring in two phases, i.e., bulk pool swell followed by froth pool swell. ?)}}}M The pool swell dynamic loading conditions on a particular structure in the containment annulus are dependent upon the type of pool swell that the NMM)}}) structure experiences. In addition to location, the size of the structure is >>>M)3b),' ))))))))},3 also important. Large platforms or floors will completely stop the rising )DN/)) pool, and thus incur larger loadings whereas small pieces of equipment and B))D2s > p,p
- structural items will only influence the flow of a limited amount of water in g 4(Q the immediate vicinity of the structure. Structures in the annulus space to 19 feet above the pool surface whcse bottom surface is exposed to vertical impact loads from pool swell will have a minimum profile dimension of 20 inches or less as projected to the pool surface. Structures in this space whose minimum dimension is greater than 20 inches as described above will be extended 14 to below the pool surface such that these structures will not be subjected to pool swell vertical impact loads. Section 11 of Appendix 3C discusses loads on expansive structures at the HCU floor elevation.
523'?3>'@ QM)2R gg The remainder of this section deals with relatively small structures Oh'1D defined as approximately 20 inches wide. Figure 10-1 is the loading bar chart bSIUS pg,sp)] for these structures. Structures at this elevation will be subjected to verti-D2'd cal loads only. Ilorizontal loading mechanisms are not identified and 1/3 scale
@)M})
g)ypyyy impact tests verify this conclusion. GMM ERM1)$ DES N/)))'N 10.1 IMPACT LOADS LD>>>'E 0}bEb1 Figure 10.2 shows the impact loading profile that is applicable to small
$R)')))'js structures which are exposed to bulk pool swell. The PSTF air test data shows 3C.10-1 14-020279
BFS ggpy; that after the pool has risen approximately 1.6 times vent submergeice (i.e., '7??DN$ 12 ft.) the ligament thickness has decre.iard to 2 ft or less and the impact 'B56!M e ggy; loads are then significantly reduced. Ilowever, bulk pool swell impact f2/22d loading is applied uniformly to any structures within 18 ft of the pool stum g'gjgj surface as shown on Figure 10-2. For evaluating the time at which impact occurs I!'A3ld' '22 at various elevations in the containment annulus, a water surface velocity of $3?@833 3P,3m'3 40 ft/sec is assumed. Bulk pool swell would start 1 see after the LOCA. 3C.10-1a 14-020279 14
BFS N ES The basis for the loading specification is the PSTF air test impact data T((qgt discussed in Reference 7. Specifically, test Series 5706 run number 4 is
, f; used. These tests involved charging the reactor simulator with 1000 psia air
${fg Q and blowing down through a 4.25 inch orifice. Fully instrumented targets h ff f , located over the pool provided the impact data. En pg Additional tests have been conducted which provide impact data for typical M I M structures that experience bulk pool swell. Data from these tests (Series 5805) ?$?$5 gg indicates that the specified design load is conservative. Eff'f55Il MR2 gggg It should be noted that impact loads are not specified for gratings. The NEIN$ width of the grating surfaces (typically 1/4 inch) do not sustain an impact ETE$3 (gggg load. This has been verified in the one third scale PSTF test Series 5805. hk$hk3 Figure 10.3 should be used for calculating grating drag loads. xm IS6@q% For structures above the 19 ft elevation but below the HCU floors, the froth lMY$ impingement data portion shown in Figure 12.2 should be used. Again, this f,k ; impingment load is applied uniformly to all'small structures with the time EG history shown. %N5% f>h %lilsM4 * '62 E 6 For structures between 18 and 19 feet above the suppression pool design loads 56Mf! g g and duration are linearly interpolated from the values shown on EE M Figures 12.2 and 10.2. !$Mid BMG
- 5, Figure 10.6 is a summary of the loading specifications for small structures in Eggg the containment annulus as a function of height above the pool.
d253 kWT4 $$$$ The influence of seismic induced submergence variations on the pool swell ffhf transient and resulting impact loads has been considered. It has been concluded M@ that the ef fect on the magnitude pool swell impact load is not significant. M g ;q g ,y This conclusion is based on a consideration of the influence of submergence $NdlM on swell velocity and the significant load attenuation which vill result from EWn$ ggg the pool surface distortions. The very significant margins between the EM specified loads and the expected loads (see Attachment J) provides confidence CMW n 3C.10-2 14-020279
BFS y that any local increase in swell velocities will not result in loads in K((((({4 excess of design values. (< <%K4 MCT4 E($(($ The conservatism in these load definitions are illustrated in Attachment J. E(M3fl
?fi<<<4 Ff(({(((4 10.2 DRAG LOADS LCCCC9 MKG KTETT4 In addition to the impact loads, structures that experience bulk pool swell KECC4 ggeg(4 are also subject to drag loads as the pool water flows past them with ETITd4 velocities as high as 40 ft/sec. Figures 10-3, 10-4 and 10-5 provide drag
'(( q load information for geometrical shapes. Data is applied to all small struc-E(f(d tures in the containment annulus between the pool surface and the HCU floors. L%%W K<< M 4 E'IE 10.3 FALL BACK LOADS TC<<t4 K<<<<< Fall back loads are discussed in Sections 4.1.6, 6.1.7, and 8.1.3. 3C.10-3 14-020279
i = 1811111111111111111119111111111111111!i!I11!!1 STRUCTURE. SMALL STRUCTURES SETYvf EN THE POOL SURF ACE AND THE HCU FLOORS ACCIDENT. LARGE STE AM LINE BRE AK (D8 Al to1AND IMPACT LOADS FIGURE 10 2 OR 10.6
, F LOW (DR AG) LOADS SECTION 10.2 ANO FIGURES 10.3.10 4 ANO 10.6 8
6 8 u y FALL 8 ACK LOADS SECTION 10.3 5 9
=
l- S 1 TO 15 SEC FROM LOCA. I I I I t+0007 t+3 14 TIME AFTER EVENT. sec Figure 10-1. Small Structures Between the Pool Surface and the llCU Floor-Loading Chart During DBA da
v 8 8 111111181i111111111111111H1111111111 115 ps. FOR BE AMS AND SMALL FLAT M S TRUCTURES 60 ps. F OR PIPING HEF TEST SERIE5 5706. RUN 4 i IMPACT LOAD c 5 . 5 i 5 E c5 - M 3 a ~ g - ? % en u, 5 N FOR SUBSEQUENT DRAG LOADS 3EE FIGURES 10 3.10 4, AND 10 5 1 8 z .
! I I l I I I I I , , i O 1 2 3 4 5 6 7 8 9 1b 500 TIME. mnec Figure 10-2. Profile of Impact Loads on Small Structures Within 18 ft of the Pool Surface
BFS
\x tttt<4 KCTC41 KC"M (
rs<<<M4 KCC e 'a - KMt<< WCCES tir(CC<<<
\
16 - NOTES N[$' (k)i e LOAD TO BE APPLIED TO SOLID AREA ONLY [//$df e BULK POOL SWE LL F LOW (DR AG) e IMPACT LOADS ARE NOT SPECtFIFO FOH
'/gg/(f{'g z GHATINGS s \s \N N 4 14 -
o DURATION OF LOAD 0.5 5EC ks x ; WCK%'t E!EC4 5KCC"< KRFf! i 32 - E'4tm i NGS c MWM 5 REEG 5 ESM E io - WTM $[(@'d 5 SOURCE Chem.cas Eng.neer's Hen <eook. {igi'g{q(( g R. H. Perry, p. 537 StEd E 8 - (j RM53 T4TS?($(< Et G Mk@T(4 d!!9hT4 lK@C !$M41'd $tEss RtM3 $sfM , Rf @ (d hI$f65$ tMRist utfM E53!'$$ 2 - E9m KWG K1'fM KsKG ggqqgg , I I I I I l gy'g g a5 oe o. 7 08 09 1.0 [2dM!Y$ OPEN ARE A FRACTION E%'4Kf(4 WG RW?e QQg Figure 10-3. Pressure Drop Due to Flow Across Grating Within 18 ft
-f the Pool Surface 14-020279 3C.10-6
BFS s s\ vAs' s wwx e:um '< ??(d N' . .e + t;G ss a s . ' wwu Hn $'
\\
R6 2' s f flMO{d< KQs sid?MK1
@dM
?lBW C' < G m !E NOTES. 1. FOR OUR ATION, ASSUME ST ATIC LOAD vzzj*g4,,'?"# 2. APPLIES TO FLAT SURF ACES.
@iKdd"A' I ' FOR OTHER SHAPES SEE F6GURE 1o.3 CMQ
~
- 3. SOURCE. MARKS MECHANICAL E NG4NEERS HANDBOOK,
{'q<ffgr;3J [ 6tn EDITION, PAGES 1182 Sli[M5$$d fd@M i f$('N $ N y 16 - M8* k[s5E,SSNT, x:(0:
- ., y .
3
" s53 =
MWi!5 " a {bh h lieT%< t
- EEi3 0 "
EMMid a . Cd@@* '2 -
=~
a
,,' c:,"' 'a m <
~,. }
t%92E
!sDi'8 '
UMn2 kik[Td to I I gggqj o so 20 m kbsNkN R ATio e/b ESSMS IfsIM!T I$didd MsdEli o . e n, is t Xh4 Biih@ t.,s;c; ras 4 ss .msss rax%wda sssww s
$$i$!N gg cp'gg
{g Figure 10-4. Drag Load on Solid Structures within 18 ft gg of the Pool Surface EM knUXQ RA4 Iff4fEs(4 14-020279 3C.10-7
BFS e IREF: FLUID MECHANICS, VICTOR L. STRE ETER,5th ED. MC GRAW HILL) RCCCC4 EG{5 8CDY SHAPE DHAG COEF FICIENT* PRESSUR E PRESSURE fd M 7d Co OlF F E R ENTI A L (psil OlF F ERENTI AL (gnil WWt
- CIRCULAR CYLINDER 13 10 K<<'d'Cf i.2 F low DIRECTION
, , , , E LLIPTICAL CYLIN DER 0.6 2:1 7 5 M'Er< T ELLIPTICAL CYLINDER 0.32 4:1 4 m' ire 3 KC@3
?) E LLIPTICAL CYLINDER 0.29 8.1 3 2
- ' CEC @ I
~ &t"<<< SQUARE 10 22 17 !' M'sM SurE(C4 TRIANGLE 2.0 120* 22 17 KCCM TECR4 gg TRIANGLE 1.72 120* 19 14 MM TRIANGLE 2.15 90*
r'es'o' 23 18 Em:t KMG
, TRIANGLE 1.60 90* 17 13 Esa KCEE, TRIANGLE gg 2.20 60 24 18 (ftM4
!!niMt TRIANGLE 1.39 60* gg/g 15 12 MM4 (<GG e eg TRIANGLE 1.8 30* 19 15 EKG KCGE4 gggg TRIANGLE 1.0 30 11 8 YW?K<4 l%KC(< {9ffgg y SEM1TUSULAR 2.3 h 25 19
!REf2 K<<<<d gggqq SE MITU8ULAR 1.12 12 9 EEN Th. or., co.veie..nii er. coni.tv i,v. o.c.u thev r. vor io. Revnoio Nurnber elow conditions (10d - 105 R age)
KE5Kfd U os lower wwu.e may be u o it its ops.c o.lity can d. o.monstrai.d. WRis'M ex Et m g-g Figure 10-5. Drag Loads for Various Geometries (slug flow) W 14-020279 3c.10-8
8 elllHilHli!HilH!lilliksElHiillilHHHHHHilBd NOTE: O w l. CURVE BCD APPLIES TO $ HORIZONTAL RUNS OF PIPING
- 2. CURVE 8-A E APPLIES TO BEAMS AND SMALL FLAT STRUCTURES FOR DURATION SEE FIGURE 10.2 1 SEE FIGURE 12.2 FOR HCU FLOOR LOADS
- 4. SEE ATTACHMENT J AND F3GURE J-7 FOR JUSTIFICATION 115 ^
l j FOR DURATION OF APPLIED LOAD a l [ BETWEEN 18 AND 19 FEET. OETERMINE g BY LINEAR INTERPOLATION OF VAL'.sES l SHOWN ON FIGURES 10.2 AND 12.2 5 a I 60 pel h f - . .0 D
. f. . . . . C -
.t.o, i
l NOTE l ONLY DRAG LOADS ARE APPLIED ABOVE THE HCU FLOOR l* g FROM VELOCITY DETERMINED SY DECELERATIONWITH ELEVA-I TION. NO FROTH IMPACT. NO l
\i ORAG LOAD ABOVE 30 ft.
FOR DURATION SEE FIGURE 122 2 15 pst l g8 I I O ' ' 18 19 y HEIGHT FROM POOL SURF ACE tit) Figure 10-6. Summary of Pool Swell Loading Specifications for Small Structures in the Containment t.nnulus (Not Applicable to the Steam Tunnel or Expansive HCU Floors)
BFS
- 11. LOADS ON EXPANSIVE STRUChURES AT Tile ItCU FLOOR ELEVATION
$r(((((q At the IICU floor elevation there are portion, of the floor which are com-prised of beams and grating and other portions that are solid expansive struc-g(((((4 tures. The bottom of the steam tunnel is at approximately the same elevation (601' -4"). The small structure i>ortion (beams and grating) of the llCU floor in discussed in Section 12. me E4'Ms[4 The expansive structures at this elevation experience an impulsive loading WW$$& gg4g followed by an 11 psi pressure differential. The impulsive load is due to MM(4 the momentum of the froth which is decelerated by the expansive structure. MI@ E4 v4gg4gg The 11 psi pressure differential is based on an analysis of the transient $5 @ @ pressure in the space between the pool surface and the IICU floor resulting from Mfd!M 2 gg4g the froth flow through the 1500 f t vent area attthis elevation (see Sec-NETO tion 6.1.6). Figure 11-1 shows the loading sequences and Figure 12-2 sfSM g!g((g shows the loading history. EM EEG Engg PSTF test Series 5706 is the basis for the froth impingement load of 15 psi
{ 1asting for 100 msec (see Reference 9). Representative tests of the expected (dR'?WM Mark III froth conditions at the llCU floor are the 5 f t submergence tests of
!EM@ Series 5801, 5802, 5803 and 5804. These tests confirmed the adequacy of the gg [s'Mid 15 psi impingement load. ESW4 EE4 M'REld The 11 psi froth flow pressure differential lasting for 3 see is based on Edid g gg;3 an analysis of the transient pressure in the space between the pool surface INN!EC4 and the llCU floor. The value of 11 psi is from an analysis that assumes Ed6@! g q g that the density of the flow through the annulus restriction is the homogeneous DO mixture of the top 9 f t of the suppression pool (i.e. , 18.8 lbm/ft ). Supple-GRfd!sB E'e"dt'j ment 1 to Reference 1 describes the analytical model used to simulate the g }f IICU floor flow prer ure differential and presents a comparison of model predic-g {'<Q(9 tions with test dat. This is a conservative density assumption confirmed by the PSTF 1/3 scale tests which show average densities of approximately g(g'd 10 lbm/f t . Reference 11 indicates the llCU floor pressure dif f erential is in the 3 to 5 psi range. 14-020279 3C.11-1
BFS 'lEMS ' y{g The potential for circumferential variations in the pressure transient in EEO the vetvell region beneath the HCU floor have been examined and on the k EG E4 ggffffg basis of bounding calculations it is concluded that the pressure variation ENIN will be less than 0.5 psid (see Attachment F). WOL%4 EFEd KM 3C.ll-2 . 14-020275
, V/ p h , ,
5I o O t: e Z 9 t a u 2 P 8 i i_ a, u O as u % < ~ U2 u O . n ' WE TWE LL PRESSURt2ATION F4GURE 12 2 h t 7 w FROTH IMPING LOAD FIGURE 12.2 I l l 14 15 5 TIME AFTER EVENT (sect Figure 11-1. Expansive Structures at ilCU Elevation - Loading During DBA
BFS NN 12. LOADS ON SMALL STRUCTURES AT AND ABOVE THE HCU FLCOR ELEVATION EC(4 IId ECC<4 Structures at the HCU floor elevation experience " froth" pool swell which [(((((((( involves both impingement and drag type force. Figure 12.1 shows the loading EIN sequences. K<<tC4 , it<<<%'<< KC'<<<4 g .f PSTF air tests show that the structures experience a froth impingement load '(((((f of 15 psi lasting for 100 milliseconds (Reference 9) . The impingement data is K4K((4 ggggg shewn on Figure 12.2. Structures must be designed for this short term dynamic f(@d impingement load; grating structures are not subjected to this impingement ?%dE(%4 gg(/{g. load (Reference 12). Id(T m' E%KM< gggg As discussed in Section 6.1.6, following the initial froth impingement there ESITI< is a period of froth flow through the annulus restriction at this elevation. lIME
- <'('<c IIIIIII' The froth flow pressure differential load specification of Figure 12.2 is based on an analysis of the transient pressure in the space between the pool surface and the HCU floor. The value of 11 psi is from an analysis that assumes
'ff'(((qK< that the density of the flow through the annulus restriction is the homogeneous
, mixture of the top 9 ft of the suppression pool water and the free air between the HCU floor and the pool (i.e., 18.8 lb m/ft 3). This is a conservative gg g density assumption confirmed by the PSTF 1/3 scale tests which show an average EET(C4 density of approximately 10 lb /ft3 Representative tests of the expected Mark III froth conditions at t e HCU floor are the 5 ft submergence tests of ENEfdd Series 5801, 5802, 5803, and 5804. Reference 11 indicates the HCU floor pres-ETCG
[(gg{(4 sure differential during these tests was in the 3 to 5 psi range (Drag load on IEffd HCU floor). Wkd5 KfM E E4 Those small structures above the HCU floor that could be exposed to pool l%% ((((((d swell froth may be exposed to a drag load. The drag load is determired for the geometric shape of the structure (reference Figure 10.5) using a froth (((({G density of M.is Ibm/gt3 as in the HCU floor AP calculation and the velocity of
) the frcW m th( elevation of the structure. The velocity used is 50 ft/see f((((@ at 'h i / ' !i above the suppression pcol and is decelerated by the effects of E'IfdQ ggg g gra c y. The velocity of 50 ft/see is a bound of the available data
$Kf@ (Reference 13). Na pool swell is assumed for structures more than 30 ft above ETEd4 g g the suppression pool. 3C.12-1 14-020279
BFS
.V($$$
(<<E - h The potenti;i for circumferential variations in the pressure transient in the f((T((C4 wetwell region beneath the HCU floor have been examined and on the basis of g: ICT(@ gqqq g bounding calculations it is concluded that tLa pressure variation will be Lx's(T(s(4 less than 0.5 psid. (See Attachment F.) xNs x4 Since the air tests were performed, additional PSTF tests have been conducted s <' with the specific objective of providing further data on the interaction of EETIC$ [ TNT (@ pool swell with the BCU floors. The test results are in Reference 11. ((((&(g Supplement 1 to Reference 1 describes the analytical model used to simulate the HCU floor flow pressure differential and presents a comparison of model (<((M((4 predictions with test data. The model is shown to be conservative. ${TT(<< KTT(<(- T <t<< S 4 h..b. 3C.12-2 14-020279
H -a ,.in w n ? x m i .a ye y ,w -
. , x , x x,x,' ysc, 7'kN 9^9 >
TX d' ,
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.,'3:,'7.7+/,0
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. y. j ,',;' '< '.?',.O 'l.y Y,'
%' $^C.M. .c 'rz ,',^y,'
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- y. ur, '.'U('C,C'. f::1.S:
y * : 8 ,.Q: 6% ' 9n' it-, ' g, 9)':r ',-/h%)Q' C ~,3 wx p ',h" 27ff i& Q'g'm : ^:,'*
. :'7M. ,.q1,.',n,! D m ,'.',d,, t. .'G. ?.,
1~ - g, ; yg'h:29 2: >G;;:f,.
's^3 ' {$ > y.'u ' +i; % ',f Y'-' , ..
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. ?,5l 8 7' 'p'. .? ':, h' f , &,-g &, L % g ~fd+ q'; y)'4
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- S ' '
~
ra N c STRUCTURE STRUCTURES AT THE HCU FLOOR ELEVATION A CCIDE N T LARGE STEAM LINE BREAK (DBA) DOWNWARD LOADS OUE TO FALL BACK SECTION 12 AND WATER ACCUMULATION e 8 F LOW (DRAG) TYPE LOADS FIGURE 12.2
; (UPW ARD) u o P 8 cc "1
y u N O i z W 5 4 0 a FROTH IMPINGEMENT FIGURE 12 2 LOADS (UPWARD) i I i 14 15 5 TIME AFTER EVENT. sec Figure 12.1. Small Structures at the !!CU Floor Elevation - Loading Chart During DBA
- e ilEllHIRilllHHHilBilHIRHERHMIERIHHH a
20 - 100 msec _ 3 ut FROTH IMPINGEMENT (NOTE 2) 15 CALCULATED FROTH g TWO PHASE FLOW OP
.i I
E E w
& 10 -
u b %
.O e ~
H b 7 E s - NOTE
- 1. DAT A BASED ON HCU FLOOR LOCATED APPitOXIMATELY 20 f t ABOVE POOL SUHF ACE 4HWL)
- 2. REF TEST SERIES $706 l l l I i 15 16 20 30 40 50 55 TIME sec Figure 12.2. Loads at itCU Floor Elevation Due to Pool Swell Froth Impact and Two-Phase Flow
BFS REFERENCES , gqqq K%G gggg g NOT ALL THE REFERENCES APPEAR IN THE TEXT. THE FIRST 11 REFERENCES REPRESENT ((((((qg4 A COMPREHENSIVE BIBLIOGRAPHY OF REPORTS RELATED TO GE'S PSTF PROGRAM. WW Bilanin, W. J., The General Electric Mark III Pressure Suppression Con-
'(
[ g ((q 1. [({(((((4 tainment System Analytical Model, NED0-20533, June 1974 and Supplement 1, Ye g August 1975. g((((((($ 2. Mark III Confirmatory Test Program Progress Report, April 1973. NEDM-10848 M@ (Proprietary Report).
'( 3. Mark III Analytical Investigation of Small-Scale Tests Progress Report, August 1973. NED0-10976.
R(QM E4fd(4 KCC@4 '
- 4. Mark III Confirmatory Test Program Phase 1 - Large Scale Demonstration Tests, October 1974, NEDM-13377 (Proprietary Report).
'(IAWfC4 5. Third Quarterly Progress Report: Mark III Confirmatory Test Program, KTM4 NED0-20210, December 1973 (Proprietary Report).
E(CEC < EEC< 6. Fourth Quarterly Progress Report: Mark III Confirmatory Test Program, NN NED0-20345, April 1974 Supplement 1 (Proprietary Report). [(Ed(4 EE5E0 7. Fifth Quarterly Progress Report: Mark III Confirmatory Test Program, NN NEDO-20550, July 1974 Supplement 1 (Proprietary Report). [MM E(NEN 8. Sixth Quarterly Progress Report: October 1974 (Letter Transmittal to NRC Staff.) (Proprietary Data Attached.)
- 9. Seventh Quarterly Progress Report: Mark III Confirmatory Test Program, NED0-20732-P, December 1974 (Proprietary Report).
,ggggg gggg 10. Eighth Quarterly Progress Report: Mark III Confirmatory Test Program, KCCE@
NEDO-20853-P, April 1975 (Proprietary Report). gqgg4 gqqgg4 11. Mark III Confirmatory Test Program 1/3 Scale Three Vent Tests, NED0-13407,
$ETT@
(({g((4 April 1975 (Proprietary Report). E5Mf55i gg((g12. Mark III Confirmatory Test Program 1/3 Scale Pool Swell Impact Tests - gqqq Test Series 5805, NEDE-13426-P, August 1975 (Proprietary Report). [4EEC4 g g 13. Mark III Confirmatory Test Program 1/3 Scale Three Vent Air Tests - Test E(f(((4 Series 5806, NEDE-13435-P, November 1975 (Proprietary Report). ECC<C4 (f(f(((f(414. Test Results Employed by GE for BWR Containment and Vertical Vent uoads, K M (Q NEDE-21078P, October 1975 (Proprietary Report). EdEM K(C(4(s 15. Mark III Confirmatory Test Program - 1/v3 Scale Condensation and Eff((43 Stratification Phenomena - Test Series 5807, NEDE-21596-P, March 1977 [(((s((({( (Proprietary Report). KMC4 3C.R-1 14-020279
BFS
~
/
NN Kf(((d 16. Mark III Confirmatory Test Program - Full Scale Condensation and ET'(C6 Stratification Phenomena - Test Series 5707, NEDE-21853-P, August ECT((@ 1978 (Proprietary Report).
'/
i 14-020279 3C.R-2
BFS - f s ATTACIDDLNT A gg((fg SAFETY RELIEF VALVE LOADS (QUENCHER) EftQ b,Nh4 . PAGE N"'*' NN A
1.0 INTRODUCTION
3C.A-5 ( A2.0
SUMMARY
& CONCLUSIONS 3C.A-6 d5$N A
3.0 DESCRIPTION
OF PHENOMENA 3C.A-7 (<KCC4 E(K(4 A4.0 ARRANGEMENT 3C.A-10 f' A4.1 Distribution in Pool (Quencher Arrangement) A4.2 RVDL Line Routing 3C.A-10
$@'((4 3C.A-ll M(C4 A4.2.1 Line Lengths and Volume gsg 3C.A-ll
$$$$@ A4.2.2 Drywell Penetration Sleeve 3C.A-12 WW4 gqq A4.2.3 RVDL Vacuum Breaker 3C.A-12 E 6 K4 AS.0 QUENCHER LOADS ON POOL BOUNDARY 3C.A-28 FCW4 AS.1 Pressures on Dryvell, Basemat, and Containment ggg 3C.A-28 EE A5.1.1 Single S/R Valve Loads 3C.A-29 Ud5W4 g'gqq A5.1.2 Two Adjacent S/R Valve Loads 3C.A-29 N Ed AS.1.3 Ten S/R Valve Loads 3C.A-29 i'KC(<4 (qq'g A5.1.4 Eight S/R Valve Loads (ADS) 3C.A-30 NEEN A5.1.5 All (19) S/R Valve Loads 3C.A-30 ECTC('4
[@'f{( AS.2 Loads on Weir Wall 3C.A-30 I(4M4 AS.3 Loads on Submerged Structures gg 3 C . A-3 0 MM'(($ AS.4 Normalized Pressure - Time History {KC M (Theoretical Raleigh Bubble) 3C.A-33 Kf<<4 A5.5 Representative Press,ure Time History ggg 3C.A-33 ICMT4 AS.6 Estimated Margins 3C.A-33 OT$K4 gg(qq A5.6.1 Peak Bubble Pressures 3C.A-33 E d64 A5.6.2 95%-95% Confidence 3C.A-34 ETC(i gqqg AS.6.3 Margin 3C.A-34 EC E A6.0 OTHER LOADS ON STRUCTURES IN THE POOL 3 C . A-6 6
"<<<C(4
f/" t A6.1 LOCA and Pool Swell 3C.A-66 A6.1.1 Forces on Pipes Due to Vent Clearing--Pool N' \ ' NN Swell and Fallback 3C.A-66 E(W E((((q A6.2 Thermal Expansion Loads 3C.A-66
\
A6.3 Seismic Loads by A.E. 3C.A-66 K( Q Q A6.4 Seismic Slosh Loads by A.E. 3 C . A-6 6 Et(K4 3C.A-1 14-020279
BFS WNW PAGE K<<<<<<
$(TT(C< A7.0 QUENCHER ANCHOR LOADS 3C.A-69 K4KCC(<
gggg4 A7.1 Quencher Arm Loads and Sparger Loading Application 3C.A-69 ENN A7.2 Quencher Design Information 3C.A-70 MWdid gg(q{g A7.2.1 Codes and Standards 3C.A-70
,) p A7.2.2 Design Pressures, Temperature, Loads, A(4/f,'Ib N
s Configuration, and Performance 3C.A-71 f[f$E(i
#f((gsq A7.2.2.1 Component Data 3C.A-71 NEN A7.2.2.2 RVDL Geometry 3C.A-71 kWNM
[4$;S A7.2.2.3 Sparger Design Criteria 3C.A-72 A7.2.2.4 Sparger Configuration and Location 3C.A-72 f M ' W(('4 A8.0 S/R LOAD COMBINATIONS 3C.A-81 EE(4 A8.1 Symmetric and Asymmetric Load Cases 3C.A-82 gqqgg E C4 A8.2 SSE and OBE Considerations 3C.A-83 'k' A8.3 LOCA Considerations 3C.A-83 EAE4E(4 A8.3.1 DBA with M.S. Line Break 3C.A-84 (CCCE4 g (4 A8.3.2 DBA with Recirculation Line Break 3C.A-84 $3sM A8.4 Recommended Design Load Su=mation 3C.A-85 E(SEG [(qgq(4 A9.0 FATIGUE CYCLES 3C.A-87 EYNN A10.0 RECOMMENDED CALCULATION PROCEDURES FOR MARK III USERS 3C,.A-90 %EdM4 ['(f'((((< A10.1 Constraints 3C.A-90 NE A10.2 Determine RVDL Design 3C.A-91 @ M f(4 [W((4 A10.3 S/R Valve Air Clearing Loads Mark III 238 Standard Plant 3C. A-93 A10.3.1 Absolute Pressure on Basemat and Walls 3C.A-93 E4MiIS A10.3.2 How to Find the Attenuated Pressure on the [@$53 Drywell Wall, Basemat and Containment Wall 3C.A-94 M'sE{$4 ggqq All.0 PARAMETRIC STUDIES 3C.A-104 [(( M A12.0 BASIS AND JUSTIFICATION FOR DEVELOPMENT QUENCHER LOADS -3C.A-106 KCW A12.1 Introduction 3C.A-106 gg(4gqg E($$53 A12.2 Test Data Application for Mark III Containment 3C.A-107 KCC<<4 gqg4 A12.2.1 Miniscale Tcit Observation.; 3C.A-107 EME A12.2.2 Small-Scale Test Observations 3C.A-107 Id5AE45 gg$ A12.2.3 Large-Scale Test Observations 3C.A-107 NNN A12.3 Physical Parameters 3C.A-108 KC'(C1 K(<C((4 3C.A-i 14-020279
BFS ( PAGE W$WA K4% A12.4 Correlation of Positive and Negative Pressure Peaks 3C.A-ll8 ggggg A12.5 Development of Design Value Calculation Method 3C.A-123 EC<Tf81 A12.6 Application 3C.A-173 [@fM A12.7 References (for A12) 3C.A-183 g(g4(444 W<<<<<
%<<<<<4 3C.A-3/3C.A-4 14-020279
BFS t
>3))))))3 A
1.0 INTRODUCTION
b>>Db>>] B)))D>J 6)}}}}}M3 General Electric has datanfwaA tIiat the quencher is a desirable alternative 93>>>] pyyyyyyy feature to minuaze suppressitn pool Soundary loads resulting from tha air h>h>D2 clearing phenomena in the Safety Relief Valva Disefiarge Lina GVDLL k)/))))33
>3))))p,3 The quencher device vill be specified for tha standard 2.38 Mark. III. design EE'))>2 and is recomanded for BWR-6, Mark III application. >D}D>3 @>b2 b))))))))) This attachment provides the following: >>>&>h >>>>>>>>>3 Dj(>j)>jj a. Reco:nended quencher arrangement. > DD2) >>>>D)>2 ),)g)33 b. Recomanded quencher distribution in tha pool. >M)M >>>>3))')
pp,g c. Calculation of pool boundary loads for 238 Standard Mark III
@}MMj application.
DME2
>Jy>>?2E *DD>) d. Definition of other loads including quencher anchor loads.
'h>)M))>3
>>>>m)
SED) e. S/R valve combination design load cases and estimated valva
> BEN]
E)?Rg cycles. D D M )2 6'))>D>) y;'g)))] f. Procedures for calculating pool boundary loads for other bN)M Mark III plants.
?!@>>M @%M
( g. Justification and basis for quenchar loads, m It should be. emphasized that the specific pool boundary loads identi.fied
>229))))))) herein are for a particular RVDL configuration and should not be used DBh>>2 y3)py,3 arbitrarily by othar designers. Since the calculation of. tha quenchar DDMM loads is highly sensitive to and dependent upon the RYDL design, proce-DM>Ml .) dures are provided to obtain pool Soundary loadings for other RVDL and gg pool designs.
14-020279 3C.A-5
BFS ) > )))))) A2.0
SUMMARY
AND CONCLUSIONS # %>>>b2 >>>>D>2 !$>Rf)2s Once the RVDL routing is established the detailed calculation of the pool boundary loads resulting from the quencher air clearing transient is per-b'>'>'>'))'>)3 formed. The line air volume is the critical parameter and for the Mark III D>>>>')>1 p)))g design a series combination of both 10" Schedule 40 and 12" Schedule 40 >>>>>>>>'M pipe is utilized in the line design. The RVDL peak pressure is limited to D>>>>>3 py)3)3 625 paid (S/R valve back pressure limit). bDD>>>3 bD's>D h)))))))} Table A4.3 lists the RVDL air leg information for the 238 Standard Plant. YD)))M3 The maximum air volume is 56.13 f t3. With this design, the maximum >}MM >pJ))))), quencher bubble pressures are tabulated in Table A4.4. See Sectica A10 N'M for clarification. This design procedure is based on single and multiple
>>LD>3i h))))]>'))
or consecutive actuation considerations at 95-95% confidence.
>>')))M >>>>>3)M >>>>))))))) To assure that the initial water leg (L ter 118 feet) is not exceeded ) following the initial actuation, vacuum breakers are used on the RVDL. >')D>>)3 The water leg limit is a design objective for the standard 238 Mark III >>M>>M g) gyp)3 containment.
b')3)))>2
>>/>E3>
p,)gg The design procedure requires an optimization of tr RVDL air volume to hM/>>3 assure the 625 psid peak pressure limit is not exce 2d with a minimum i>>2bM
))))pyg air volume.
DM))2
>>>3>>>>2 y,)sj))3g Table A4.2 summarizes the RVDL design requirements and objectives DMEN necessary to obtain the S/R valve pressure loads for the 238 Mark Ill @X#MS !B3>'N containment identified in this attachment.
3C.A-6 14-020279
BFS , ( 7p)j)))))); A3.O DESCRIPTION OF THE PHENOMENA
>>>>>>26
) Prior to the lif ting of a pressure relief valve, the downstream piping between the S/RV discharge and the water surface is filled with air at
$>>>>>>})3 drywell pressure and temperature conditions. The discharge piping DM g))))y terminates at some pre-determined submerged depth in the suppression S.>2b>>>>?. pool with the water level inside the pipe at the same level as the water
>>D>>>>3 pyyyyy level in the suppression pool.
k3/>>D)
/
>>>>>>>D5
)))))))p) "When a relief valve lif ts, the effluent reactor steam causes a rapid N)MMM3 pressure build up in ths discharge pipe. This rapid compression of the
>>DD))>1 column of air in the pipe causes a subsequent acceleration of the water slug in the submerged portion of the pipe. During this blowout process
>>))))))),] the pressure in the pipe builds to a peak as the last of the water is
) expelled. The compressed cushion of air between the water slug and the b))),))))) effluent vapor exits the quencher and forms four clouds of small bubbles that begin to expand to the lower pool pressure. This expansion leads to
>>>3)))))) coalescence of the bubble cloud into four bubbles. The four bubbles W/)}/b1 g)py,)3 continue to oscillate, displacing the water and propagating a pressure S/>>M))>2 disturbance throughout the suppression pool. The dynamics of the sub-SD)))M merged bubbles of air are manifested in pressure oscillations (similar to
)))),))p));
N/))3)) that of a spring-mass system) arising from the bubble expansion coupled b>>PD)2 gg)),33)3 with inertial effects of the moving water mass. The sequence of expansion D))M and contraction is repeated with an identifiable frequency until the
#2>'b)M}
'> bubbles reach the pool surf ace.
%22)'i pp),))))] The magnitude of the pressure disturbance in the suppression pool
!h decreases with increasing distance from the point of discharge, resulting f in a da= ped oscillatory load at every point on structures below the
>f)))))))))))); water surface.
14-020279 4 3C.A-7
BFS
-)),>>N))] , From an air-clearing standpoint, a decrease in the volume of air initially in the discharge pipe will result in a decrease f.a the containment loads due )
$>)))))))] to relief valve discharge. Since the design limit of the safety / relief valve
)'
is 625 psid,* the discharge pipe volume must be sized so this limit will not DS3 Deb))) be exceeded. There is a balance that must be reached; pool boundary loads @3M/)) p)3)))))) are optimized while the safety / relief valve line pressures are not exceeded. E>>>>>>M ' Figure A3.1 demonstrates the effect of discharge pipe air volume on the peak >)))))))))3 g3)3 pipe pressure. This figure was developed for the specific parameters listed M/)))))))3 on the figure. The pipe pressures were calculated for first actuations or >>>>>>>-)))) pyy)g3 opening of a safety / relief valve. k
- Based on back pressure specifications to which valves are purchased 3C.A-8 14-020279
~
1H111R11EH1111111RH1ll1R11515111111R1111111 H
- ~
b 60 8 tie 55 - PPIPE < 625 psd
,.f- 50 -
NOTE: NOT TO BE EXTRAPOLATED E OR INTE RPOL ATE D
$ S/R VALVE SET PRESSURE = 1217 pad y 3 PPIPE > 625 put I O S/R VALVE F LOW RATE = 317.9 b/sec @ > m VALID ONLY FOR: 0.33 < C 4 5.0 m 5 WHE RE C - 10 in. PIPE LENGTH (AIR) M 4
45 12 in. PIPE LENGTH (AIR) WATE R LEG = 18 f t VALVE OPENING TIME > 0.02 sec 40 - 33 I I I I I i 0 1 2 3 4 5 6 7 8 9 to F L/O (10 en SCHED 40) Figure A3.1, SRVDL Air Volume Versus fL/D with 625 paid constraint
BFS . 8' pp3)g A4.0 ARRANGEMENT G1jM
- WRW,
),';py,3,} A4.1 DISTRIBUTION IN POOL (QUENCHER ARRANGEMENT) N]$$$VE %'?h%i $pff33 Figures A4.1 and A4.2 show the elevation and plan views of the standard bMEb
' quencher arrangement. For the 238 Standard Plant the quencher am is bk/EEh?}?) o
$$#3,@)) located at 6.5 feet above the basemat and the inclined penetration is 45 . &D3$#h) ggpyy This results in a water leg length of N18 f t. k3tM72 M3,ld g py This arrangement meets the following objectives : fNBNB oE152 yg.gjg 1. Minimize drywell structural interference. . IMASF8h W h>% 3'pJg,3 2. Pemit water circulation through top and bottom of the drywell b/NDEM sleeve penetration. %d$llh D2?M 8hhSN 3. Locate quencher ams at an elevation between vent holes to g thym ' !#E@f$ minimize vent discharge loads on the quencher during LOCA. 633M333 M2M EM g;p Figure A4.1 shows two support methods. The alternate position is the .ii,an ,,s i$,M7# designer's option. An advantage to the side anchor arrangement is that it $$259 gg)~ eliminates containment liner penetration for anchor requirements. OR'M ijMiyi ggjg Figure A4.3 shows the recommended quencher azimuthal locations in the S?ldM standard 238 pool. As shown in this figure the low, intermediate and $5$M ggg high pressure-switch set valves are unifomly distributed around the f)fiff pool to preclude concurrent adjacent valves operation. E2 Ldh? A 3C.A-10 14-020279
BFS 0
>))))))2 Table A4.1 identifies the figures for S/R valve location, quencher
_ NMN elevation and plan view for the Mark III 238 plant. The recommended quencher arm elevations for the plant is: Standard Plant 238 6.5 ft above basemat NNM A4.2 RVDL ROITIING
>>>>>'M BD>)))3 The RVDL is routed by the Architectural Engineer from the first pipe FX)))))] anchor point just below the S/R valve using 10",12", and 14" Schedule 40
? pipe to the drywell and 10" Schedule 80 through the drywell wall to and
>)))')))))) including the quencher. The RVDL should have a sufficient slope in the bD>>>DJ air leg section routing to prevent condensation accumulation in the line.
)
,pyp)pyy
>DM303 Figure A10.2 is a typical layout of the RVDL Routing.
>>Me)))2$
>>>>>32i
>)))333N A4.2.1 Line Lengths and Volume
>BD)>'
D!BD2 h/)D)M Line lengths and volumes are based on the layout shown in Figure A10.2 W)h/2
>> and the S/R valve constraint of 625 psid. These lengths and volumes are shown in Table A4.3. The layout design does not represent an optimized
)))))))))),] layout with respect to pipe air volume. It is possible to reduce the air volume within the 625 psid pipe pressure constraint and thus reduce
)})))))),))] pool boundary loads.
9 3C.A-ll 14-020279
BFS , d ) $$$)] The RVDL pipe size and line lengths shown are optimized to satisfy a S/R valve back pressure constraint of 550 psid rather than 625 psid, and D>N)/))] at the same time minimize the air volu a in the lines to obtain the I/2?>,>>M gggg pressures on the suppression pool valls. The design loads for ' &DD}] boundaries and for support of the quencher device are sensitive to and h))DM/l gypypy dependent on the design of the Relief Valve Discharge Line (RVDL). The
>D>M A design requirements for RVDL are discussed in Section A10.2 and All.0.
2 1)D>M$ b3DM >/3/3))2 The RVDL from the 45 elbow just above the pool to the quencher is a $33)>D)2 p,3),)y 10" Schedule 80 pipe. (See Figure A4.1.) The increase to Schedule 80 E/D))? : pipe is to provide for corrosion allowance.
>>D)1 4 The corrosion allowance for
$)),));j,),] Carbon Steel is 0.125"/40 years / side and stainless steel is NNNA 0.002"/40 years / side. 5))))h>3 E>>Rli A4.2.2 Drvvell Penetration Sleeve >>>>x The Drywell Penetration Sleeve is a 14" Schedule 80 pipe at 45 which g x kh>> MIS acts as a conduit for the RVDL. The sleeve is shown in Figure A4.1 with @>>D>1 '))p,py,3
) the lower lip of the upper end just below the pool level and extending >/)))DD) down to the top level of the top drywell vent. TLa sleeve may be extended h/$1E]
pyyy,))g as shown by cotted line, if needed for support. b)D>>R
@>>DN!
p),))))pg A.4.2.2.1 Thermal Consideration
>'MB3
(>D)33
),'p,y,)))),3 Studies indicate that the 14" Schedule 80 pipe sleeve to concrete interface does not exceed the 200*F limit for normal S/R valve operation. The design temperature )))))),')))j)] criteria from the ASME boiler and pressure code subsection CC-3440, concrete f' temperature, Section III, Division 2 is:
D>D>M DD}'M
)))),)))))3 "a. The following temperature limitations are for normal operation or any >) other long term period. The temperatures shall not exceed 150*F except pppyy),3 for local areas, such as around a penetration, which are allowed to >DM))) have increased temperatures not to exceed 200*F.
- b. The temperature limitations for accident or any other short term
))))3333 period shall not exceed 350*F for the interior surface. However.
wwwmw 3C.A-12 14-020279
BFS pJ)}}] local areas are allowed to reach 650*F from steam or water jets in the event of a pipe failure."
.2%d
( A4.2.3 SRVDL Vacuum Breaker $5@M B)'Dh3 g Vacuum breakers are provided for each of the S/R valve discharge lines to &)33 8 prevent excessive water rise in the SRVDL pipe above normal S/R pool level M )2 gyg following valve actuations. b33}M D3 M g,gg At the time of initial opening of the S/R valve, the water level in the $$M S/R Valve Discharge Line (SRVDL) is at the normal suppression pool >DE33 g)3y level. After the S/R valve closes, the steam refning in the line NEN))N condenses , creating a vacuum which draws the water to a higher than ihs))><3 gppg normal pool water level in the line. Righer SRVDL peak pressure and E3bb)) thrust load will occur if the SRV opens when the water is above the @>>S)>3 >Mg'))' normal pool level. The purpose of the discharge line vacuum breakers is to i prevent the water from rising substantially above its normal level when a subse- $$)2)] quent S/R valve opening occurs, and thus, the SRVDL peak pressure is Ni@ y g about the same as for the first opening. 4 8891 CDD gg The SRV vacuum breakers are located in the drywell above the expected D>$3 level of water rise in the line subsequent to SRV closure. This eliminates S)3M g )3 the possibility of wetwell pressurization in the event of a stuck open $$M vacuum breaker and ensures proper functioning of the vacuum breaker. @SM h'mM2 E N The following parameters will yield satisfactory performance for most SRVDL j$'$3M gg))),')} geometries and is recommended to satisfy the above requirements. However, plant D'3)3 specific analysis for vacuum breaker design should be performed by the design $ $ N3 >3),))'j)] engineer to confirm this. E3AM2 MM $Eb33 a. The vacuum breaker effective area, (A/ d)* is equal to or greater @'@),7 2 than 0.30 ft . DD>>,'M g)))) b. The vacuum breaker shall open (fully closed to fully open) in
> 0.2 second or less when an instantaneous AP of 0.5 PSID is t)))))g applied across ic.
8M
)E g@)33))))j c. The minimum opening differential pressure to start the vacuum NE breaker to open is equal to or less than 0.2 PSID.
$)MWt 3C.A-13
BFS , h
@)MM d. The vacuum breaker must be fully open when pressure difference i>>>ME g)g is equal to or less than 0.5 PSLD.
?ShbEY]
WD);. p333))
- e. The vacuum breaker should be located in the drywell at an
%32Eb))2 elevation above the m nimum water level rise in the line
>>>3M g)3g following a SRV closure.
>>/)))2)))
mm Sh>3)M INNNM *A- is used to calculate flow through the vacuum breaker as follows:
>>>D3>'1
%>h25 &
3>2M
* M M ^
w = /AP (2pgc ) (144) - g)))}'j g PPD)
>>3D>M
>3 % >3 where ggs);
DM)M ER 6 ))g>>s>g w = Flowrate through vacuum breaker in Ibm /sec
'">g
>$>$)
f AP = Pressure differential across the vacuum breaker (PSID)
$Elb) 3 py)3))g o - Air or steam density in Ibm /ft
?D2M N2EM3 lbm - ft.
@@)'M Be - 32.2 2
; lb f - s ec
==
NN ^
= Effective area of valve in ft W)EN' f 22))>2 3C.A-14 14-020279
BFS - I pyyy Table A4.1 M)P' QUENCHER ARRANGE 21TI DD)B1
>>Db>'8 Mark III Plants S/R Valve Location Ouencher Elevation / Plan View wm 238-732 STD. Figure A4.3 Figure A4.1/ Figure A4.2
>>>>>>>'D2 >B)>>M >>D})>2' DB7* 2 @/>l2>3 >}DD>>' >'y>>>E>3 bMD3 G)>%)'? m }2 D>>'E >>>3)))))J >DS)2 3)>2>2>3> h%MY 14-020279 3C.A-15
BFS w,
@)p),)))] Table A4.2 N)) MMS RVDL DESIGN REQUIREMENTS AND OBJECTIVES VD%M imb>3 @NM RVDL DESIGN REQUIREMENTS 2 23 ED>D)2 (a) Maximum RVDL Pipe Pressure 1625 paid. (Coordinates of >M)M) (fl/D) and (SRVDL Air Volume) must be 1625 paid as plotted k/)kNM)k .ms s on Figure A3.1) $D>?is yggy)) , (b) Two vacuum breakers are required in the drywell. &>b>>25 k)>D>M g > y))p; RVDL DESIGN OBJECTIVES SM)))D3 SP;)2 >)))))')})3 -1. Water leg i 18 ft.
- @MM3
"'A>>)DJ 3)))))))] 2. Safety-relief valve opening time > 0.02 sec. ._ ?><>>D)>M #
PD3/DJ
!)))))))),)) 3. Minimize the SRVDL air leg volume. >>>>>>DJ ED2 })),)))))))) 4. Minimize length of longest SRVDL.
W>DR'
>DD>>3.
b)D)),))] < 5. Minimize the contribution of fL/D to the first half of the IDM3 ggy,) discharge line. bbE)] DD))M pyy,))))y 6. Start 12" S/40 or 14" S/40 pipe just below the first anchor D)DD3 point to meet objective (5).
?DDD) )))2M @DD35 7. The ratio of the air legs (length of 10" S/40 pipe / length of IMEM p'p3))3 12" S/40 pipe = C) should be 0.33 < C < 5.0. @>>3f'2 DDD2 >>)))))))))' 8. Slope lines down toward pool to avoid condensate-water accumu-lation in line (no horizontal runs) . == &DD>>3 gypyy 9. RVDL vacuum breakers should be 10" size. One > 10 ft above the S>>>D))3 wier wall and the other just below the seismic restraint at 93D3 the SRV.
p3pyg3 3C.A-16 14-020279
BFS . I p,3fT;'))), Table A.4.3
'((j RVDL MARK III 238 STANDARD PLANT Air Leg Length D2DM Max. ft/o ElDh>: volume TM%'M S/R Valve Total Length 10" S/40 12" S/40 14" S/40 (ft3) (a) (b)
E)>Po',9 pgyg,,g V-1 79'-8" 30'-5" 49'-3" - 54.9 2.09 4.21
@M)M V-2 80'-2" 26'-11" 53'-3" -
56.13 2.46 4.95 Th}W3 ggpg V-3 73'-7" 33'-7" 3'-9" 36'-3" 55.36 2.41 4.85 D)>2?&3 V-4 77'-2" 20'-5" 56'-9" - 55.29 2.30 4.63 M
> 3}@)
V-5 76'-11" 19'-5" 57'-6" 55.32 2.31 4.65 pyyyyy; -
@>DB2 V-6 77'-1" 20'-0" 57'-1" -
55.30 2.31 4.65
>DBN>)1 gypyjg V-7 77'-4" 20'-8" 56'-8" -
55.40 2.31 4.65
) V-8 77'-2" 19'-11" 55.4 2.31 4.65
( 57'-3" - ggg V-9 77'-1" 19.'-7" 57'-6" - 55.4 2.31 4.65 {'y v-10 77'-5" 20'-1" 57'-4" - 55.55 2.31 4.65
))R;)))] V-ll 76'-11" 19'-4" 57'-7" -
55.34 2.31 4.65 MPE2 20'-11" 56'-9" p,y,g V-12 77'-8" - 55.56 2.31 4.65 b
>2y'>)2 V-13 77'-3" 20'-5" 56'-10" -
55.36 2.31 4.65 QRM V-14 76'-5" 29'-11" 26'-9" gpg 19'-9" 55.72 2.41 4.85
@;Ml>T V-15 76'-11" 19'-5" 57'-6" -
55.32 2.31 4.65 D'b'%Xn p)p,)g V-16 77'-4" 20'-4" 57'-0" - 55.5 2.31 4.65 bM2ED V-17 72'-9" 32'-6" 3'-9" 36'-6" 55.0 2.22 4.47 MM ggy V-18 79'-5" 28'-7" 50'-10" - 55.16 2.27 4.57
>M/D2M V-19 81'-0" 33'-5" 47'-7" -
55.3 2.27 4.57 D>>E2
)bbbEA No te *-
D>>M
@))),N,)] 1. f = 0.015
- 2. (a) is normalized to 10" schedule 40 pipe
) 'f
- 3. (b) is normalized to 12" schedule 40 pipe p,))3s))y 4. Design constraints are listed in Table A.4.2.
DEM)l 5. The values are based on Figure A.10.2 (Safety / relief valve discharge
>)M)32 ))yyy,g piping arrangement) . (These line designs have not been optimized to DD)M)) take advantage of the maximum pipe pressure of 625 psid). %>>'b>>
14-020279 3C.A-17
MilEIRilRIHHililillRaillRHlHilHHHHHH Table A.4.4 QUENCHER BUBBLE PRESSURE MARK III, 238 STANDARD PLANT 95-95% CONFIDENCE LEVEL Design Value-Bottom * " "" 8 8** Maximum Pressure (psid) Containment (+) Normalized Factor
@ Point 10 (psid)a Case Description B E (-)
B @ Point 10a p+ p-Single Valve First Actuation, 13.5 -8.1 0.711 9.6 -5.8 at 100 F Pool Temperature Single Valve Subsequent 28.2 -12.0 0.711 20.1 -8,5 , Actuation. at 1200F Pool Tempe rature Two Adjacent Valves First 13.5 -8.1 0.856 11.6 -6.9 u Actuation at 1000F Pool Tempe rature y 5 10 Valves (One Low Set and 16.7 -9.3 0.916 15.3 -8.5 Nine Next Level Low Set) First Actuation at 1000F Pool Temperature 19 Valves (All Valve Case) 18.6 -9.9 1.0 18.6 -9.9 First Actuation, at 1000F Pool Temperature 8 ADS Valves First Actuation 17.4 -10.4 0.821 14.3 -8.5 at 120 F Pool Temperature g " Point 10 on Containments is Peak Pressure, c) a t! e e
BFS
- 1) ))]pf]N S/H SLEEVE I)DB2 W 4Q h)
/ h/)) 3 M 'M O +.0 O
$$>! O D W1%2i
/ ORYWELL WALL b'$! ! ,/
i O I+ I)MM/)))
//
b/)h3 / VENT HOLE (TYPl kh//)M , l t === 7 i
/
Y v+ t>MW2 $/)h))$N ~T 7
'( ,
b))MN SECTION A-A mas 33;3)>3; 3-h,)\M))f3 N hi!)$b/$/$ /,
>>>>>D))K
/ PIPE SLEEVE & SUPPORT h',b',hy)' ' N 14" SCHED 80 J2EM N
$2 D 2 bM
&>>>>ay,>;
,'A z \>N N w.p.
@}M g}}N,N)g j /
/ , VENT HOLE 4 \ [ 20.4' y))3)g b))<))))
/ 9, d
irvPi ALTERNATE
;6 iwwLi p,3)))g MSueronT /
DM)>' - MR>J e- -i- () W r) g J,
>>>3>3 P, > r- ,- ;6 i i .0 ,3 B>D)] u -
L ---*-
>>>p,y))3 -
m>>>>,3 , n .
/- ,
u-
>>>>DM u i-D)>D3 +s a-+-
g ,
',,E '
y W u u WDB/2
>>hb3 + 2., r + r< >)})/D}}3 A+
D}}})J
> - Figure A4.1. 238 Standard Mark III Quencher Arrangement Elevation 14-020279 3C.A-19
BFS
.e $$Y /b WBR b Y.
Sih$bhb i tE?RE 7,, # GisD>>) WM s
/
y/ 1200 h@@) (TYPI B23??!3 l , ~ EGN VDMB ' M2>5 WM
/<'
/
PXB) / V2 m EPDS
/ s' #
) \
\
),},h)}hf)) ORYWELL WALL
$/bh>iSV1 EsMi '
B2DE
)
'ESANb "
/ s i j$e /
\
ih52% -- , WAID' -m5 MP1 c -- Q,4,},pp),N)]
~~
~~
_ E 12" S/80 (TYP) 4 l?MEi PAM3 -- < RIMBJ - - -
/ _ __ 900 tMB>'A w>n :
- - %/
D)2)'$ 3 MS% h'
,h$,'\)))),D) y VENT HOLES AIR CLEARING JET EM '" f B)>>>>>2 -.
kM>>n \ 3D)3M
>2)>D2 8 re D. *h '
~ -
>2P)>22 -
;MRb>>2 - N-
>D>>>>>'E /- ' N EDE ' '
'3*
DR>>>2 DEM D32E2 b>>>>3M
%>PBt 23D3 g~
DD>>>>>3. Figure A4.2. Mark III Quencher Plan View (Typ.) 238 Plant Arrangement Shown 14-020279 3C.A-20
BFS TD)>2 o* />>>>D3 92D>2 b>>>>>Ka y, ,3 o 3 , vio i4.r*> D3P2 >>33)))) o Fo47H in3inom Zh vii(22s i a Fo4iE - uPt soENT g)yj;j}sg v8 <328.s i 1123 - PRESSURE SwlTCH SET PotNT (psql Fo41D l 016si - SPRING SET POINT (psgi SMM 123itissi , 14s 8 DR2?R P2wg&2i v7 <3io.s*> g/ y N$r}~ - Es,'o' BD>>>>2 Fo*70 ' \ ~ gg),)3 in3 insoi o A c V ni3in9o, M x ' N >'n'h>>'t
a '
SNDW lU1 vi3 is7.sai h))))d y; v14 p,g,)),); 1123 016si s*!s y, v6 v9 ygg vn y,, 3 Fo41A n23 :nssi h / v4 yy vi6 p)))))))M vs <274.s*> i v'3 (8s s > gpppy Fo47p [ v3 vi7 g { .)))))py,g
"' " ' 8 8 - +- v2 y,, __ _ i n 3 , n so, sp>3 27oo L s _ _- .
l ,oo 1))j,'jp)))))) YI , V'8 m
)))})')))) v4 (2s6.s i 4 N ,
RPV
}
I V15 t103.5 ) Fe41F Y g) ppg % F04iG 9,)))3g n23 o tssi
/ n23inesi s>>D)>H \
43))))2 BE'>3 a v3 i238.s i
'x N onyweecwatt s y,s o2i.5 ai FosiG pyy>>>>' Fos 1B 1113 0190)
FN,N,)')'; spy)))' 1113 0190) g/ DEM3 /\ v171139.s's
>>>2)))))2 ))$))))'f, q
Mh\\ Fo47c 11231118ol
>>mD2 Td' '"' '
-+g -
v, ns7.s ai h)MDM/)) 1123<116s) 7 l Fos 1C
>>>m>>] V1 M93.s'i yig g,75,$o, n 13 019m
>>>>p3)] Fo478 Fo4ic ins' nam g)))))))) n23 nissi
>>>D>))'Si 2>>Mi P)>D)2 ,,oo D>D's>2
>>>2B's ED)>2
/ '
LEGENO: ADS = NOTES: 19 SM VALVES f
>>>D>>>> >>3D1 > Figure A4.3. S/R Valve Discharge Locations for 238-748 Standard Plant 14-020279 3C.A-21
BFS THIS FIGURE HAS BEEN DELETED o Figure A4.4. S/R Valve Discharge Locations for 238-648 Standard Plant 14-020279 3C.A-22
BFS TilIS FIGURE HAS BEEN DELETED a Figure A4.5. S/R Valve Discharge Locations for 218-624 Plant. 14-020279 3C.A-23
BFS THIS FIGURE IIAS BEEN DELETED F#.oure A4,6. 218 Standard Plant Mark III Quencher Arrangement Elevation 14-020279 3C.A-24
BFS THIS FIGURE HAS BEEN DELETED Figure A4.7. S/R Valve Discharge Locations for 251-800 Plant 14-020279 3C.A-25
BFS TIIIS FIGURE IIAS BEEN DELETED F;gure A4.8. 251 Standard Plant Mark III Quencher Arrangement Elevation 14-020279 3C.A-26
BFS TilIS FIGURE HAS BEEN DELETED Figure A4.9. S/R Valve Discharge Locations for 251-848 Plant 14-020279 3C.A-27
BFS ,
#4
'//b US,7,'M A5.0 QUENCHER LOAD ON POOL BOUNDARY lish'M M2'h2 (E333 A5.1 PRESSURES ON DRYWELL, BASEMAT AND CONTAINMENT EM D'iflM
$DM3 Drywell wall, basemat and S/R Valve Loads are calculated as discussed in 220 @ ) gspy,g Section A10.0. For the 238 Standard Plaat, the maximum and minimum >28<33 bubble pressure belos the quencher just after air clearing are shown in >M M syg,'p Table A4.4. actuations (psid) . W, 91 p@y%%j)g The absolute pressure on the pool valls can be calculated by the following SES'M equation: %?iWM &nM @})22 oh (a) ')NM') + (a) ~ containment 144 b>2RM iPEN khDN where: M% pj&'Dj P(a) = Absolute pressure at point (a) (psia) D'h'D'M kh DEEN @')),'El r = Distance from center of quencher to point (a) (ft) E*'kbM$' M'M $23$$} P g = Absolute pressure of containment atmosphere (psia) IMI)3M >BDR SEEEh5 h(a) = Head of water acting at point (a) (tt) >3AE2 MM $$$)')3 p = Densi.ty of pool water % 62.4 Clb/f t ). AP g = Eubble pressure attenuated by distance, r to point (a), P, 'N)')'),th,'t for multiple S/x valve actuations (p s id) . i&23?lh ,MM $))7)33 The pressure decays with tir a and titis is discussed in Seccion 30.4. mwm 3C.A-28 14-020279
BFS I DM)}}) The following paragraphs discuss the dynamic pressure fields , at radial VMD: gg and circumferential locations of the pool for the 238 standard plant DDM (Figure A4.3 and Table A10.2). The pressure fields are based on P Bmax ENiM)))) pyypp,33 normalized to 1 psid. These dynamic peak pressure fields can be used to SN22M reflect the changes in the maximum and/or minimum bubble pressure. If VE?)hN gypy}),3 for example P = 25 psid for another RVDL layout, the normalized
'}}2' M)) values of Tables A5.1 through AS.5 would be multiplied by 25 to obtain >JM)>>>J ))))))?))] the design pressures. >29)2! &>>>D)M >>>>)))))jj A5.1.1 Single S/R Valve Loads >DD >2 >>29>J s>>J)h3) The normalized dynamic peak pressures AP(r) for a single S/R Valve pj)g)) ),ygyg)) Discharge valve are given in Table A5.1 and the normalized radial and >M)M3 circumferential peak values are shown in Figures AS.1, A5.2, and AS.2a. '7/2 313/3 ggyy; (The values given presume an air leg volume of 56.13 f t 3 fo r all RVDL 's . )
b))N>E)
!!>>>M)>2
.)y))ypyy; This is the base esse and this pressure field is used to develop any other DS)3 S/R Valve combination as descriued in Section A10.0.
>)M)))N p>M2 SNN) A5.1.2 Two Adiacent S/R Valve Loads ElEMN palm
s The normalized dynamic peak pressures AP (r) are given in Table AS.2 and Kid >f>M the normalized radial and circumferential peak values are plotted in Figures A5.3, A5.4, and AS.4a for the two adj acent S/R Valves V-8 and V-9.
= =:
DER A5.1.3 Ten S/R Valve Loads gg E$$$ swas Normalized AP (r) laods are given in Table A5.3 and the normalized values pyg SM)>>>3 are shown in Figures AS.5, AS.6, and A5.6a for the ten (1103 and 1113 psi low
@}D): )))D)W set point) valves V-10, V-12, V-14, V-16, V -18, V-1, V-3, V-5, V-7 and V-9.
14-020279 3C.A-29
BFS E33)) A5.1.4 Eight S/R Valve Loads (ADS) GN)))E FDDD' >))))))3 Nomalized AP g loads are given in Table AS.4 and the normalized values are shown fe Figures AS.7, A5.8, and A5.8a for the eight S/R valves, V-ll, 13)N)h5 v-13, v-:6, v-18, v-2, V-4, V-7 and V-9. 52)>D2 >>>DD3 >>D>>>'))2 A5.1.5 All (19) S/R Valve Loads 9)DD)))' PD>>>')3 >))))))))) Norealized- AP (r) loads are given in Table A5.5 and the nomalized values !)M3h3 are shown in Figures A5.9, A5.10, and A5.10a for all (19) valves V-1 to .)3333) >>3>>>d)2 V-19. PED) >>Mb3>3 D))))MM AS.2 LOAD ON WEIR WALL >>D>>D) V3h>>3): NME The S/R valve loads on the weir wall are the sans as those on the drywell
>>>>N>3 j> }}}})' wall except they only act on the projected area through the drywell wall :
S)))>D3. vents.
>Dh>2% >>)h>>D)
A5.3 LOADS ON SUBMERGED STRUCTURE r The S/R valve load AP ) on any structure in the pool is the same as the maximum bubble pressure within 10 feet of the center of the quencher and for greater distances attenuated by the procedures contained in Sub-section A-10.3.1. 3C.A-30 through 3C.A-32 14-020279
BFS t D37!E/>M O'M3 y
.fp)pyy AS.4 NORMALIZED PRESSURE TIME HISTORY (Theoretical Raleigh Bubble)
E,P3 M MMM gpjg The ideal pressure is normalized for the maximum AP(r) Positive value as NN shown in Figure A5.ll. The frequency is 5 to 12 Hz as derived from the test WS$Ib
$3,gg data shown on Figure A5.12, and the total time of oscillation is 0.75 sec.
kdkh swwol? (i.e., the time for the air bubbles to rise to the surface of the pool, or GM)2 attenuation has dropped the amplitude to negligible values). Figure A5.ll is used by the designer for determining pressure amplitudes with time and
@M7M the number of pressure cycles (see Section A9.0 fatigue cycles).
WNhE$ r@mM D32E/>>' It should be noted that bubble pressure decays to 1/3 Pmax occur in 5 cycles MEM for any frequency between 5 and 12 Hz. pgg For this linear attenuation rule it E}}MN is observed that the pressure amplitude is fully decayed (P = 0 psig) in 7.5
$$)Ekl g,gg pressure cycles after the peak. The justification for this application is DIE 5'E from examination of full scale plant data where most traces were observed to 92]EM p,))3g decay to a small fraction of their peak value in 2 or 3 cycles.
3333}M EDM
@,Jgy)'Q A5.5 REPRESENTATIVE PRESSURE TIME HISTORY D)))M CMM &-)))%M Figure A5.12 depicts a representative pressure time history at points P1 T,MP ggsg through P4 as shown on Figure A4.1. These curves provide the designer a W3fB realistic picture of the pressure oscillations as opposed to the idealized h)$M Raleigh bubbles.
gpyp,3
>>>2h>3 MkW y,)3g AS.6 ESTIMATED MARGINS
)
@')))))
2MM
>,)))p'p)] AS.6.1 Peak Bubble Pressures D7)>'d/)'/>>' >>>>22 )))))M For the examples shown in this document, the u x' mum loads on any structure
( resulting from the S/R valve air clearing phenomena are governed by the peak
@'@)) quencher bubble load. For the Mark III Standard 238 plant these values are b>De>>>3 pp33)g shown on the next page. $/$$
m))E 3C.A-33 14-020279
BFS Aw @2E')), Generalized Bottom Pressure >b>)))))E pp g toad Case a b))MZh VB)M)2 A B C o DDh>'>'t D)'lM >2)>2% p);3))y 1. Predicted Marimm +8.8/-6.2 +12.3/-7.7 +11.5/-7.9 +16.1/-9.1 NME)M Bubble Pressure, D'h>3h2 DDMp] psid C+/-) @>>3A %%M b)'b2))))' 2. Specified for +13.5/-8.1 +18.6/-9.9 +17.4/-10.4 +28.2/-12.0 Standard 238 b>2h>))' Design, psid DB'#i (+/-) g3pg,))) DDR)>' RDA 3. Pressure Margin 4.7/1.9 6.3/2.2 5.9/2.5 12.1/2.9 gypy)),3 M>2>'>] g @>/>2,1 ~ py,p;p,3 4. % Margin (Based 35/23 34/22 34/24 43/24 D)))2)))' on Preducted [ , Maximum Bubble h)) MSS)2 Pressure) Gb293 %)))))3' D))))' a j))))')}))); See Section A12.5.1 ft- load case description. D>2>3)>2 M&M M>2h2 fg< AS.6.2 95%-95~ confidence D)3)>3 h/N>>>>'I pyy),g 95%-95% means that there is 95% confidence that 95% of any new data $>>3DM) obtained will fall within the marimum levels of the current data base. we,'>) See Section A12.5.1,2 for additional discussion. D2M AS.6.3 Marcin b]$$'))] RD}}}3 g The apparent marti n in the specified containment design based on quencher k'( bubble pressure is calculated as 20 to 45%. 3C.A-34 14-020279
iHHillHilHililillHIRilRililllHillHilBH Table A5.1 MARK III 238-732 STANDARD PLANT DYNAMIC PRESSURE FIELD M)R ONE S/R VALVE TIME = 0.15 sec (Positive Pressure psid) AP (r) 0.08 sec (Negative Pressure psid) AP (r) S/R Valves V-10 Angle (degrees) Reference Point 283.5 292.5 301.5 310.5 319.5 328.5 337.5 346.5 355.5 4.5 13.5 1 0 0 0 0 0 0 0 0 2 0 0.274 0.334 0.423 0.566 0.805 0.984 0.805 3 0 0.280 0.345 0.449 0.632 1.0 1.0 1.0 4 0 0.282 0.348 0.453 0.645 1.0 1.0 1.0 5 0 0 0.277 0.339 0.435 0.598 0.902 1.0 0.902 m b 6 0 0.198 0.227 0.268 0.328 0.427 0.605 0.994 1.0 0.994 7 0.168 0.188 0.216 0.254 0.311 0.406 0.566 0.902 1.0 0.902 h 8 0 0.159 0.178 0.203 0.239 0.290 0.372 0.494 0.716 0.885 0.716 9 0.137 0.151 0.169 0.192 0.224 0.269 0.337 0.431 0.563 0.645 0.563 10 0.138 0.152 0.170 0.194 0.227 0.274 0.345 0.449 0.605 0.711 0.605 11 0.138 0.152 0.169 0.193 0.225 0.272 0.343 0.445 0.594 0.691 0.594 12 0.137 0.151 0.168 0.191 0.222 0.266 0.331 0.420 0.535 0.605 0.535 13 0 0 0 0 0 0 0 0 0 0 0 e 8 ti e
21111111111111E1185111hg11H11111118H11111111R Table AS.2 MARK III 238-732 STANDARD PLANT DYNAMIC PEAK PRESSURE FIELD FOR TWO ADJACENT S/R VALVES TIME = 0.15 sec (Pusitive Pressure) AP (r)
= 0.08 sec (Negative Pressure) AP (r)
S/R Valves V-9 V-10 Angle (Degrees) Refe rence Point 265.5 274.5 283.5 292.5 301.5 310.5 319.5 328.5 337.5 346.5 355.5 4.5 1 0 0 0 0 0 0 0 0 2 0.274 0.334 0.504 0.657 0.910 1.0 1.0 1.0 . 3 0.280 0.345 0.529 0.721 1.0 1.0 1.0 1.0 4 0.282 0.348 0.533 0.733 1.0 1.0 1.0 1.0 5 0 0 0.277 0.339 0.515 0.687 1.0 1.0 1.0 1.0 6 0 0 0.198 0.227 0.333 0.399 0.504 0.688 1.0 1.0 1.0 1.0 y h 7 0 0.168 0.188 0.274 0.316 0.379 0.479 0.646 0.989 1.0 1.0 1.0 8 0 0.159 0.178 0.258 0.298 0.354 0.442 0.573 0.807 1.0 1.0 1.0 9 0.137 0.151 0.218 0.245 0.280 0.331 0.405 0.508 0.656 0.766 0.796 0.776 10 0.138 0.152 0.219 0.247 0.283 0.335 0.413 0.526 0.697 0.841 0.856 0.841 11 0.138 0.152 0.218 0.246 0.282 0.334 0.410 0.521 0.686 0.822 0.840 0.822 12 0.137 0.151 0.216 0.244 0.278 0.328 0.399 0.497 0.629 0.736 0.757 0.736 13 0 0 0 0 0 0 0 0 0 0 0 0 a a O e h
dRIEHillERHilHERalillHillRHilillHillhi Table A5.3 MARK Ill 238-732 STANDARD PLANT DYNAMIC PEAK PRESSURE FIELD IT)R 10 S/R VALVES TIME - 0.15 sec (Positive Pressure psid) AP (r)
= 0.08 sec (Negative Pressure psid) AP (r)
S/R Valves V-10 V-12 V-14 Angic (Degrees) Reference Point 4.5 13.5 22.5 31.5 40.5 49.5 58.5 67.5 76.5 85.5 94.5 103.5 1 0 0 0 0 0 0 0 0 0 0 0 0 2 1.0 0.969 0.782 0.758 0.913 1.0 0.910 0.801 0.950 1.0 0.950 0.801 3 1.0 1.0 0.849 0.825 1.0 1.0 1.0 0.894 1.0 1.0 1.0 0.894 - 4 1.0 1.0 0.862 0.837 1.0 1.0 1.0 0.912 1.0 1.0 1.0 0.912 , 5 1.0 1.0 0.813 0.789 1.0 1.0 1.0 0.845 1.0 1.0 1.0 0.845 5 h 6 1.0 1.0 0.834 0.820 1.0 1.0 1.0 0.907 1.0 1.0 1.0 0.914 7 1.0 1.0 0.804 0.772 1.0 1.0 1.0 0.850 1.0 1.0 1.0 0.857 8 1.0 0.890 0.724 0.694 0.834 0.991 0.866 0.750 0.857 0.989 0.860 0.756 9 0.841 0.745 0.651 0.637 0.704 0.768 0.720 0.675 0.723 0.776 0.714 0.667 10 0.903 0.782 0.669 0.655 0.741 0.827 0.758 0.699 0.761 0.835 0.752 0.692 11 0.884 0.772 0.664 0.650 0.731 0.809 0.748 0.693 0.750 0.817 0.742 0.686 12 0.804 0.720 0.638 0.625 0.680 0.733 0.695 0.660 0.698 0.741 0.688 0.652 13 0 0 0 0 0 0 0 0 0 0 0 0 $8 8 a
WERElHMMBRIHHHkHIERIHilRilHililllh Table A5.3 (Continued) S/R Valves V-16 V-18 V-1 Angle (Degrees) Reference Point 112.5 121.5 130.5 139.5 148.5 157.5 166.5 175.5 184.5 193.5 202.5 211.5 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0.950 1.0 0.950 0.801 0.950 1.0 0.950 0.801 0.910 1.0 0.913 0.707 3 1.0 1.0 1.0 0.894 1.0 1.0 1.0 0.894 1.0 1.0 1.0 0.776 4 1.0 1.0 1.0 0.912 1.0 1 1.0 0.912 1.0 1.0 1.0 0.788 5 1.0 1.0 1.0 0.845 1.0 1., 1.0 0.845 1.0 1.0 1.0 0.739 6 1.0 1.0 1.0 0.914 1.0 1.0 1.0 0.907 1.0 1.0 1.0 0.800 7 1.0 1.0 1.0 0.857 1.0 1.0 1.0 0.850 1.0 1.0 1.0 0.753 8 0.860 1.0 9 0.860 0.756 0,860 0.989 0.857 0.750 0,851 0.975 0,824 0.675
.h 0.727 0.779 0.727 0.667 0.714 0.776 0.723 0,661 0.704 0.762 0,694 0,604 W 10 0.764 0.838 0.764 0.692 0.752 0.835 O.761 0.685 0.743 0.821 0.731 0.622 11 0.754 0.819 0.754 0.686 0.742 0.817 0.750 0.679 0.732 0.803 0.721 0.618
\ 12 0.702 0.744 0.702 0.652 0.688 0.741 0.698 0.646 0.679 0.726 0.669 0.592 13 0 0 0 0 0 0 0 0 0 0 0 0 a a O e p g @
dillfillililllHHilllR1811111181111R1H11E1Rsl13 Table AS.3 (Continued) S/R Valves Angle (Degrees) V3 V5 V7 V9 Rc fe rence - Point 220.5 229.5 238.5 247.5 256.5 265.5 274.5 283.5 292.5 301.5 310.5 319.5 328.5 337.5 346.5 355.5 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0.707 0.913 1.0 0.910 0.801 0.950 1.0 0.950 0.801 0.950 1.0 0.988 0.868 1.0 1.0 1.0 3 0.776 1.0 1.0 1.0 0.894 1.0 1.0 1.0 0.894 1.0 1.0 1.0 0.959 1.0 1.0 1.0 4 0.778 1.0 1.0 1.0 0.912 1.0 1.0 1.0 0.912 1.0 1.0 1.0 0.976 1.0, 1.0 1.0 5 0.739 1.0 1.0 1.0 0.845 1.0 1.0 1.0 0.845 1.0 1.0 1.0 9.911 1.0 1.0 1.0 f 6 0.800 1.0 1.0 1.0 0.907 1.0 1.0 1.0 0.914 1.0 1.0 1.0 0.944 1.0 1.0 1.0 ~ I w 7 0.753 1.0 1.0 1.0 0.850 1.0 1.6 1.0 1.0 0.886 1.0 0.873 1.0 1.0 1.0 1. 0 - Di 8 0.675 0.824 0.975 0.851 0.750 0.857 0.989 0.860 0.773 0.879 1.0 0.875 0.784 0.920 3 ") 1.0 9 0.604 0.694 0.762 0.704 0.661 0.723 0.776 0.727 0.684 0.733 0.788 0.741 0.707 0.772 0.852 0.860 10 0.622 0.731 0.821 0.743 0.685 0.761 0.835 0.764 0.708 0.771 0.846 0.779 0.731 0.810 0.913 0.916 11 0.618 0.721 0.803 0.732 0.679 0.750 0.817 0.754 0.702 0.761 0.828 0.769 0.725 0.800 0.895 0.901 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 e 8 0 m
llilillHIERHIEHilHIRdHERilHilllHHillH Table A5.4 MARK III 238-732 STANDARD PLANT DYNAMIC PEAK PRESSURE FIELD FOR EICirr (8) S/R VALVES TIME = 0.15 sec (Positive Pressure ) AP (r) TIME = 0.08 sec (Negative Pressure ) AP (r) S/R Valves V-11 V-13 Angle (degrees) Reference Point 4.5 13.5 22.5 31.5 40.5 49.5 58.5 67.5 76.5 85.5 94.5 103.5 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0.801 0.910 1.0 0.913 0.707 0.707 0.871 1.0 0.850 0.657 0.599 0.657 3 0.894 1.0 1.0 1.0 0.776 0.776 1.0 1.0 1.0 0.721 0.635 0.721 y 4 0.912 1.0 1.0 1.0 0.788 0.788 1.0 1.0 1.0 0.733 0.641 0.733 _ h "g 5 0.845 1.0 1.0 1.0 0.739 0.739 0.964 1.0 0.943 0.687 0.615 0.687 6 0.907 1.0 1.0 1.0 0.775 0.767 1.0 1.0 1.0 0.716 0.636 0.725 7 0.850 1.0 1.0 0.987 0.729 0.741 0.987 1.0 0.962 0.694 0.627 0.681 8 0.750 0.851 0.975 0.809 0.651 0.663 0.809 0.939 0.782 0.621 0.578 0.608 9 0.661 0.707 0.749 0.677 0.596 0.592 0.66' O.722 0.650 0.556 0.528 0.560 10 0.685 0.743 0.809 0.715 0.614 0.611 0.702 0.783 0.688 0.573 0.539 0.577 11 0.679 0.735 0.791 0.705 0.610 0.606 0.692 0.764 0.678 0.569 0.536 0.573 12 0.646 0.679 0.713 0.652 0.584 0.580 0.639 0.686 0.625 0.546 0.520 0.550 13 0 0 0 0 0 0 0 0 0 0 0 0 a 8 5 f
llHRHlHRHHilllHiliGilHHHHHHilillllillHIE Table AS.4 (Continued) S/R Valves V-16 V-18 V-2 Angle (degrees) Reference Point 112.S 121.5 130.5 139.5 148.5 157.5 166.5 175.5 184.5 193.5 202.5 211.5 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0.893 1.0 0.910 0.801 0.910 1.0 0.893 0.657 0.599 0.657 0.850 1.0 3 1.0 1.0 1.0 0.894 1.0 1.0 1.0 0.721 0.635 0.721 1.0 1.0 4 1.0 1.0 1.0 0.912 1.0 1.0 1.0 0.733 0.641 0.733 1.0 1.0 5 0.983 1.0 1.0 0.845 1.0 1.0 0.983 0.687 0.615 0.687 0.943 1.0 6 1.0 1.0 1.0 0.856 1.0 1.0 1.0 0.725 0.636 0.716 1.0 1.0 7 0.971 1.0 1.0 0.835 1.0 1.0 0.971 0.681 0.627 0.694 0.962 1.0 y
$. 8 0.792 0.954 0.826 0.735 0.826 0.954 0.792- 0.608 0.578 0.621 0.782 0.939 9 0.646 0.725 0.691 0.646 0.691 0.725 0.646 0.560 0.528 0.556 0.650 0.709 10 0.685 0.786 0.730 0.670 0.730 0.786 0.685 0.577 0.539 0.573 0.688 0.771 11 0.674 0.767 0.720 0.665 0.720 0.767 0.674 0.573 0.536 0.569 0.678 0.752 12 0.620 0.688 0.666 0.628 0.666 0.688 0.620 0.550 0.520 0.546 0.625 0.672 13 0 0 0 0 0 0 0 0 0 0 0 0
$i 8 a
!!Il1111111181111111R11h#11111111111111111111 Table AS.4 (Continued)
S/R Valves V-4 V-7 Angle (degrees) R_e ference Point 220.5 229.5 238.5 247.5 256.5 265.5 274.5 283.5 292.5 301.5 310.5 319.5 1 0 0 0 0 0 0 0 0 0 0 0 0 2 0.871 0.707 0.707 0.871 1.0 0.850 0.657 0.599 0.657 0.893 1.0 0.910 3 1.0 0.776 0.776 1.0 1.0 1.0 0.721 0.635 0.721 1.0 1.0 1.0 4 1.0 0.788 0.788 1.0 1.0 1.0 0.733 0.641 0.733 1.0 1.0 1.0 5 0.964 0.739 0.739 0.964 1.0 0.943 0.687 0.615 0.687 0.983 1.0 1.0 6 1.0 0.741 0.741 1.0 1.0 1.0 0.716 0.636 0.725 1.0 1.0 1.0 7 0.972 0.717 0.717 0.972 1.0 0.962 0.694 0.627 0,681 0.971 1.0 1.O P 8 0.793 0.639 0.639 0.793 0.939 0.782 0.621 0.578 0.608 0.792 0.967 0.845 g h 9 0.646 0.584 0.584 0.646 0.709 0.650 0.556 0.528 0.560 0.660 0.740 0.716 10 0.685 0.602 0.602 0.685 0.771 0.688 0.573 0.539 0.577 0.698 0.801 0.737 11 0.675 0.596 G.598 0.675 0.752 0.678 0.569 0.536 0.573 0.688 0.782 0.726 12 0.621 0.572 0.598 0.621 0.672 0.625 0.546 0.520 0.550 0.635 0.704 0.673 13 0 0 0 0 0 0 0 0 0 0 0 0 a 8 m Q
@ @J
BFS - G)3)))] Table A5.4 (Continued) 7 95)M V-9 jfjj)))}'3l@l S/R Valves
@2)))))2 Angle (degrees) @)))))) Jeference Point 328.5 337.5 3_46.5 355.5 WEA21 VD)>>M @)JdM 1 0 0 0 0 V)))DB2 MMM 2 0.801 0.950 1.0 0.950 >>3)>M Eh)}})22 3 0.894 1.0 1.0 1.0 $2Pb2s PRM 4 0.912 1.0 1.0 1.0 B3D]
B2Fb2A 5 0.845 1.0 1.0 1.0
>>>D3M
'DM>>>>23 6 0.885 1.0 1.0 1.0 DD>>R 7 0.846 1.0 1.0 1.0 8 0.745 0.842 0.976 0.856
') 9 0.657 0.707 0.761 0.710 B'M
)))p)))),)] 10 0.681 0.745 0.821 0.748 BDR l'),}))))] 11 0.675 0.735 0.803 0.738
#DDD):
!))'D)E 12 0.642 0.681 0.726 0.684
> > 13 0 0 0 0 A\\%\\\\\N 3C.A-43 14-020279
llHHilllHillHilRHIMHilBlilHilHIElHB Table AS.5 MARK III 238-732 STANDARD PLANT DYNAMIC PEAK PRESSURE FIELD FOR 19 S/R VALVES TIME = 0.15 sec (Positive Pressure paid) TIME = 0.08 sec (Negative Pressure psid) S/R Valves V-10 V-11 V-12 V-13 V-14 V-15 Angle (degrees) Reference Point 4.5 13.5 22.5 31.5 40.5 49.5 58.5 67.5 76.5 85.5 94.5 103.5 1 0 0 0 0 0 0 0 0 0 0 0 0 u o 2 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ( 3 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 gl
$ 4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 5 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 6 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 7 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 9 1.0 0.989 0.792 0.920 0.920 0.972 0.989 1.0 1.0 1.0 1.0 1.0 10 1.0 1.0 1.0 0.960 0.960 1.0 1.0 10 1.0 1.0 1.0 1.0 11 1.0 1.0 1.0 0.949 0.949 1.0 1.0 1.0 1.0 1.0 1.0 1.0 12 0.972 0.953 0.937 0.894 0.894 0.937 0.953 0.972 0.974 0.983 0.980 0.987 13 0 0 0 0 0 0 0 0 0 0 0 0 e
a ti e
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11115111111111E111H11R1111R11115ElHIElHH Table AS.5 (Continued) S/R Valves V-16 V-17 V-18 V-19 V-1 V-2 Angle (degrees) Reference Point 112.5 121.5 130.5 139.5 148.5 157.5 166.5 175.5 184.5 193.5 202.5 211.5 1 0 0 0 0 0 0 0 0 0 0 0 0 2 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 3 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 4 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 5 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 6 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 h 7 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1. 0 1.0 1.0 h [ m 8 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.989 0.972 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11 0.983 0.989 0.992 0.989 0.983 0.987 0.980 0.983 0.974 0.972 0.953 0.937 13 0 0 0 0 0 0 0 0 0 0 0 0 e a ti e
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BFS , g(p))p,)p; Table A5.5 (Coatinued) WhD1 ER}2M
>pjp,yg , S/R Valves V-8 V-9 m'=r m Angle (degrees) j f,'jh'j Reference Point 328.5 337.5 34 6.5 355.5 m2 8
3 63M 1 0 0
),"!@g,>) 0 0 'dA's3 RS)'31 p3s3),)j 2 1.0 1.0 1.0 1.O ntM LEst3 !));),',M)' 3 ". 0 1.0 1.0 1.O iM2'7d3}}
iBd29) th,),))ptj} 4 1.0 1.0 1.0 1.O
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WP'D'l 10 1.0 1.0 1.0 1.0 D%tM ChDB MM 11 1.0 1.0 1.0 1.0 V' M M ! MM Eh')72 0.987 92))>2 12 0.980 0.983 0.974
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trSo N 0 i- 1 % L 5 2 , 0.4 - 0.2 l l l l l l l l l 4 5 6 7 8 9 10 11 12 13 t 2 1 REF POINTS ORYWE LL WALL @ ASE M AT CONTAINMENT WALL Figure AS.I. Mark III 238-732 Standard Plant One S/R Valve Normalized Wall Pressure at 45 m,. 42 ,
r "o s i h i R I I 0 2
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Y to w m e o.4 - m o.2 o I ! ! O ' ' ' I ! ! ! - t 2 3 4 5 6 7 8 9 10 11 12 13 REF POIN T S OR YWELL WALL B ASE M AT CON T AINME NT WA LL Figure A5.3. Mark III 238-783 Standard Plant 2 S/R Valve Normalized Well Pressure at 355.5
18111111111H12810111111R11111111llillllllililillh
- - 3465 4.5 (
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2 02 - 0 200 240 280 320 0 40 80 12C 160 Figure A5.4. Two S/R Valves Reference Point 4 (Circumferential Distribution) We @
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O $ 3 W 0 1 8 0.4 - 1 02 - 0 ' ' ' 200 24o 280 320 0 40 so 120 iso
- Figure AS.4a. "No S/R Valves Reference Point 10 (Circumferential Distribution)
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E 3 n 0.4 - 0.2 - I I I I ! I I I 0 1 2 3 4 5 6 7 8 9 to 11 12 13 REF POINTS DRYWELL W ALL BASE MAT CONTAINMENT WALL Figure AS. S. Marl: III 238-732 Standard Plant 10 S/R Valves Wall Pressure at 355,5
1111R111E1811111111111111lll1111111111EllililllH H k I o FO O 4.5 49 5 85.5 128 5 157.5 1935 238 5 2745 310.5 346.5 e 1.0 V 0.8 - N a O.6 - > !E & 3 m sc o 2 04 - 02 - o ' ' ' ' ' ! o 40 so 820 iso 200 240 280 320 360 Figure AS.6. Ten Safety / Relief Valves Pol'..t 4 (Circumferential Distribt. tion)
R111111RH11111111151118H1111511HEHHigggli $I O O N U l.0 45 346 5 49 5 85.5 121 5 157 5 1935 238 5 274 5 310.5 %
** ~
t l E 3 0 u a O
- M 06 -
T m
=
1 E E 04 - 02 - g i l I I I i i l o 40 80 120" 160 200" 240 280 310 360" Figure AS.6(a). Ten Safety / Relief Valves Reference Point 10 (Circumferential Distribution)
$>, kW $b .
~l11111815111111H1111111111151111111111 "p as a o.o. 120 4 s.o.
8 O 10 - i-g - is i 2- g - 32 5 os - h3- N
- 31
,_ _ ,n 5 g 1 E
6 7 8 BASE MAT PR RE N { 06 - IP383
- f E w
d f 5 O,.4 - I 0.2 0 l ' i 2 3 4 5 6 7 8 9 to 11 12 13 REF POINTS f)R vWE L L W AL L BASE MAT CON TAINMENT WALL Figure AS.7. Mark III 238-732 Standard Plant, 8 S/R Valves Vall Pressure at 346.5
G lilllHRilRRililllRililllRRRillRH111111BR1 = 1 O O !3 22.5 67,5 121 5 157.5 211.5 2565 3105 - 348.5 1.0 - p O.8 E D N M E p O 0.6 - t2 & s = Y s E O 2 0.4 - 02 - 0 l l l l l l l l 0 0 9 30 go O 120 160 2u* 140 280 J29 360 Figure AS.8. Eight Safety / Relief Valves Point 4 (Circumferential Distribution)
$M: ' '
BilERREIREIRREIRilllREllillillfilllHIRill s k I O N O N N c l.0 - 22.5 348.5 67.5 121.5 157.5 211.5 to 5 256.5 0.8 - 3 8 u E to P $ 0.6 - $ ? E s i 1 K O Z 04 - 02 - 0 I ' ' ' ' O 40 80 120 160 200 240 280 320 360 Figure A5. 8a. Eight Safety / Relief Valves Reference Point 10 (Circumferential Distribution)
thdillHIRHBEHHilllRd1115111111515H1H1R8 w 83'4" O,0 120'4" I D. 7 O o 10 - I ha PT y a 1- - 13 8 < l y h2-a p' s
- 12 b 3
3-0.8 - d t
}
u
- 11 n
( y 4 - - 10 g o j if u ' E l l l 6 7 8 h w STATIC E B ASE MAT PR ESSURE 06 (PSH u P s > w 8 y 5 C 2 0.4 - 0.2 I I I I I I ! I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 REF POIN TS OR YWELL W ALL B ASE MAT CONTAINMENT WALL Figure AS.9. Mark III 238-782 Standard Plant 19 S/R Valve Wall Pressure at 130.5 Azimuth m .,.
BFS o DDD)2 i
- 92bb2
>>DD2
>>2P33
>>2%1 c m>32 -
e a DM VB2>1 2 DMb3 3 DD>3 bbD2l %
>Mh>i _ o S
- b
>>2M a
>D>D3 Ph>>>>2
>22b2 ; %
e
>3333 :; -
>>N)DX = R S WDM i ~ t Pam'3 2
~
y
=i BB>>3 D>>3D2
= 2 o .5 g g m3a>: : _
~
>>RD)2 .
g $ >DD3 D>D3 5 33m2 -
@D>>>J D>m s
3 DB>2 T PRD>2 E
>>>m>3 5
b3>DE a a 2)N3 - o S
>3B3 c M bh1 8 DB)E %
DD>M 5 z 3)>3D2
>3)D3 g . >>2R3 2- @2#3 9 LDRM VEM .
E
=
D>>>>>3 -
? # >>>>>D)2 WDb2 l>>>>D3 i i i i o >>>>>>>E o = , - a pyyyy .: o o e o ' >/3MN sunss aus a aznVWwON 14-020279 3C.A-61
181111111R1181ll11111111R11l18H11H1111111111R1 5 5 8 e 1.0 08 E a 12 N E > $ o.c - g A = = N 3 o z 04 02 o
! I ' '
o 40 so 20 160 200" 24o 280 320 360 Figure AS.10a. Nineteen S/P. Valves Reference Point 10 (Circumferential Distribution)
/A e.
/ , . < - - ? - ' ' '
e p NOTE: 4 0.60 SEC. DECAY >gI o
- 1. PRESSURE FREQUENCY w HANGE 5 - 12 C YC/SEC. PMAX s EC.
I' I 3/4 PMAX 1/3 ,e
= f g i m
)
I
\ 113 PulN PMIN -->- e 0 05 SEC. (TYP)
SUB8LE EXITS POOL 4 0 75 SEC. DURATION > Figure A5.11. Idealized Quencher Bubble Pressure Oscillation in Suppression Pool
RilBlBilllRilllililllilillfillllll11111111R11ll 5i 0 NOT E: SEE FIG. A41 FOR PRESSURE LOCATION (Pg THRU P4 ). 9 o +
'A' b .st%. A.
W" V' V l l I I I l i I
+
'* 1- ' A NN U v V V k i I l l l l E !E w E in a
i> + b '3 m A A n v -- _n w w 1 1 I I I I I I l
+
** b A.h_ A -
~
.v - v- -
i i i l i I I i i TIME F Figure AS.12. Representative Pressure Time llistory for Quencher Dynamic Load sp5*.g. .< h FA
BFS D2),22 mwh%%%NNwwwwwshwwwwwwwwwwww h)))/))))) CONTAlNMENT WALL 9%)>19 9)na WB)>2 W))>22 E2%) 0393/2 Em2 I . hhhh h/)/D))))) STRUCTURE @D))R ' Vi>MMR '- % BMD2 / M &2
- M SN /
%M i )p),))) % %,, OR YW E L L >>R}>JR @>M QUEN'CueR [ "" ms%w w w w w w w w w w s sswxw w s s w w%% % m s EbD2 NEM W Wl@ h>2D>J ED)] >>D'D)2 MbDM MR&>3 ED23 *^ Wh>>12 ._:_,,_...:,,__---.,_.__-._
-.-::_T::_ SURFACE _,"_-." _ , .. - : _
>>>>>2?2 I / 2) / VMh)>2 W STRUCTURE O PLANE OF INTEREST >>D' >%$ &D)'22 , QUENCHER ( >>>DD2 , ; x @233) >D>>>>2 >D>>>>21 * 'c * >>>D)>3 o >22D2 @>D)>M l g))yppy 8ASE MAT }}})2M w%whmswh%s%%shx%%hw%%hs4%%Ntw%ss $))D3 DDD% b>DDR g)))))yj Figure AS.13. Quencher ' c ' % on Subme.rged Structures 14-020279 3C.A-65
BFS (CC(((4 KCt<<<4 R
' QC< A 6. 0 OTHER LOADS ON STRUCTURES IN THE POOL tf(C<T<
(((({Q A6.1 LOCA AND POOL SWELL KCC(C4 ( (( See Section 2. rde NE<<4 Forces on Pipes Due to Vent Clearing Pool Swell and Fallback [((g g(4 A6.1.1 E<<C(<4 [<<C(<4
'((((q((4 The loadings are given for the quencher and reduced to effective pressure EIdd4 on a pipe in Table A6.1. The effective pressures of Table A6.1 can be applied ET(f(4 vggggg normal to the projected RVDL or sleeve areas to obtain the maximum design forces.
E(E((4 These loads are included in the quencher anchor loads in Section A7.0.
$(TE(4 KC<<<<<
[(C'd(4 A6.2 THERMAL EXPANSION LOADS KRCC4 K6f<<4 {g((g4 Figure A6.1 gives the pressure and corresponding temperature for the RVDL
, as a function of fL/D. The temperature can then be applied to the RVDL for
[((((/((j determining thermal expansion loads. 9 5$hI$$$$$$ A6.3 SEISMIC LOADS 12 O The seismic loads F=Ma are included in Quencher Anchor Loads, Section A7.0. p A6.4 SEISMIC SLOSH LOADS See Attachment B. 3C.A-66 14-020279
BFS
>i))))))))k Tab 1e A6.1 LOCA LOADS ON PIPES hD>D>3 ;py,))))y F*
p I))))M/>)3 Force On
>>)MM3 Time Quencher Water Velocity SED)/2 Event (sec) (lbf) (ft/sec) Ref h>1D)d #2DM SM)M2 Water Clearing 0.1 to 0.7 30 Sec. 8.1.1 and Fig. G-3 bM})>33 >DB2 Pool Swell 0.7 to 3 40 Sec. 8.1.2 >>>mi f))),1,)] Fall Back 3 to 6 35 Sec. 8.1.3 >>h>>R >>>>>D>>3 2 >>ND>2 cov 3
s>PD))2 *F =
,g (144) A P . )>))))),))))]
14-020279 3C.' 67
1111111111H11111111118111111111111111ll111111 v. O 8N y 500 - TEMPERATURE
" ' " ~ ~
-======"""",
, .-===="
p an* **** g - f 2 /p/ y / 3 e
, 300 -
PRESSURE , N . t > - m
$ U2 E
e 2m - 8ASES: M = 0.907 m 106 Lbm/Hr. PIPE 10** SCHED 80 iOO - i I I I I I l o 0 1 2 3 4 5 6 7 8 f L/D FROM DISCHARGE END s/80 Figiare A6.1 Calculated Pressure and Temperature Along S/R Piping During Steady Design Flow
BFS p))3))))); A7. O QUENGER ANCHOR LOADS 9222 9%%)2 E)),'),))))J Figures A4.1 and A4.2, show the general arrangenent of the 2MN quencher in the pool. GE has estimated anchor loads for a bottom quencher M%lk))))<3 p)))))))j attach =ent and these are defined in Tables A7.1 and A7.2 and Figures A7.1 b)M)2b through A7.3, for the 238 Standard Plant. Both air c earing and water flE>>>M
))))D)))2 clearing load cases were evaluated, as they do not occur simultaneously.
S/>)DJF WA
)),)L),$ As shown in Figure A7.2 the anchor loads are specified at the base of the quencher and need to be translated to the basemat for embedeent design. ))MM>j An additional adapting pedestal is required from the quencher bottom flange >2DB2 to basemat.
gg
>>M)M ew g
[,{g,y;p There may be advantages to side pedestal anchorage to the dryvell. These
$/))))))M decisions and investigations are left to the Architect Engineer.
b)3)))}/3 DM)3
.@3D)))3 The designer should evaluate the optimun location for anchorage of the D2))M3 )))py,))) RVDL to the drywell sleeve. The analyses should consider line thermal 'N/DMM expansion. The designer should also evaluate the drwell penetration >)D)))/3 p,))))))))))] sleeve to assure that the dryvell concrete local ter; rature limit is not MMMM exceeded. Pra14ninary thermal calculations for the 238 Standard Plant ,) dryvell sleeve show that concrete temperatures for normal operation do f not exceed 200 F and 14" Schedule 80 sleeve is acceptable. Designers D)N))))))))] should perform independent calculatibus to assure these findings.
DD/D3'2 92%>2
>>>>>)33} A7.1 QUENGER ARM LOADS AND QUENCHER LOADING APPLICATION >>>DM3 >>>B))R >D))))M Table A7.1 lists maximum forces exerted on the sparger arms. Ccrre-W))$))E yyyyy,)y sponding points of force application are illustrated in Figure A7.1.
I2D)M)) In design of the sparger all of these forces shall be considered as
>>A>DM gy,)))))3 acting simultaneously in directions presenting a maximum loading >)M))/3 condition.
t 3C.A-69 14-020279
BFS g)))))))),) Table A7.2 lists maximum design loads fo - the Mark III quencher configu-bM'))))E ration. These loads consist of allowable inlet line loads, maxinum D)DM ),773)'i operating loads rewlting from water clearing, air clearing, LOCA, and safe shutdown earthquake leads. The resultant of these forces, which >>)<3}})] are considered to act simultaneously in a maximum loading condition, are expressed as base reaction loads illustrated by Fg , F y
, Mg and M
>>>>>))D')); in Figure A7.2. These are design loads for the quencher supporting D2DM gg structure. VX D h A7.2 QUENCEER DESIGN INFORMATION WBD g),g Figures A4.1, A4.2 and A4.3 show the quencher side elevation, top DDA12 elevation and elevation and angular locations in the suppression pool. >>D733 pypyg The following information is given to assist the designer in the design >))))))M of a quencher. E))>D2 VM)bM NN))) A7.2.1 Codes and Standards D. >>D)D2 PDD>2
- a. American Society of Mechanical Engineers (ASME) Boiler and
$)))),)))] Pressure Code. DD3M (1) ASME Section III, Nuclear Power Plant Components >>mm DE>2 ><})>>>>2)) b. American National Standards Institute (ANSI). >)/)Dlk)) DDED: MMM))) (L) ANSI B16.25, Butt Welding Ends for Pipe, Valves , Flanges , DD3All ppp,g and Fittings. >>>D)h] DD)E ))))))))}} c. American Institute of Steel Construetion (AISC). %wm 14-020279 3C.A-70
BFS
- )),))))))] A7.2.2 Design Pressures , Temperatures ,xLoads , - Configuration , and b)D))/))))) Performance BB2 D>D)'2 N)E A7.2.2.1 Comoonent Data EDe))3 42D3 N/)M Relief Valve, Discharge. Piping and Quencher
')h)/ ( a. Design Pressure 570 psig >m .3
- b. Design Temperature. 475 Y
- waa, O)DB c. Marimum Pressure. 625 psig 339))g
&)h)))) 92 21 d. Maximum Temperature _ sat. steam gsgg p E/S)N &>>D%x 1,070,000 15/Er >Ns e. Mar < =m Flow
/ at 1203 psig
>>>wn SN/)E f. Mar < mum Hack. Pressure. 40ll: of relief valva se.t pressura @>>>33 BER. N
' D)) g. S/R valve Minim m 0-020 sec CD)2l )')')3)3 Disc. StroEe. Time.
ONE RbMR mg>'} t a. Mi n <,1 AmElent 60 F 95 5 Service Temperature gg)) y
#RE .
92)))2 A7.2.2.2 RVDL Geometrv g,ggsg
>>'Mh2
?M')2 (See Section A10.1 yg))pg); 14-020279 3C.A-71
BFS MFr))2 A7.2.2.3 Quencher Design Criteria BED /ES DDR E>>DDM a. Forces See Figures A7.1, A7.2, A7.3 and
>>DMM p,3,)))pyy Tables A7.1 and A7.2 IBr)))))2 D>)DJ)'M gpgyy; b. Fatigue See Section A9.0 and Figure A5.11
$DDD3 PBDD pp,,)py,3 c. Cycles of operation See Section A9.0 and Figure A5.11 99)D28
>>>9>223
)])))))pj A7.2.2.4 Quencher Cor. figuration and Location.
)
))]>))))))))) a. PROPRIETARY, Provided under separate cover 97))A)E p'9%%1
>M)/>>>)) b. PROPRIETARY, Provided under separate cover
$5NE
@D)D2 b))))M c. PROPRIETARY, Provided under separate cover
>>D)32 ,
9)D)D2
'D>ME d. PROPRIETARY, Provided under separate cover
>)))MM m))))32 h)))N#$3 e. Quencher arm length 58.5 in.
) to ( Quencher
==
b>23% PPD}}))] f. Quenchar pipa size / 12 in./Sched 80 (suggested).
' schadule
$$D>))
>>2PD3 DED>2
)ypp,))3 g. Internal Quencher 101.6 sq in, w/#/ 4 pipe area
>/ h. Min clearance between >5 ft
)))))))))))] Cg Quencher and pool floor / basement 3C.A-72 14-020279
BFS i
>)),y)))); i. Plane of 4 Quencher legs Horizontal GEs5 o o 4)3,)))'/J j. Angle between Quencher 80 , 80 legs for greatest 80 , 120 >>z))),))))) installation flexibility h)3D)))2 >>292 e'$d) 2 k. Corrosion allowance: >>EN)/?
g;j))))y
; carbon 0.240 in. (0.120 per wetted side) @))))/>>>] stainless 0.0048 in. (0.0024 per wetted side)
S?2M)))3 NE))'
>>>3))2 1. Min suboergeace to Diseance 2/3 of min water level or 6 ft UND>)
ppy))y ( Quencher min whichever is greater
>>DD): >>'iD)))): ))))syy,y)7p;
- m. Design rating 625 psig m
3C.A-73 14-020279
BFS p}}}}}}}) Tab 1e A7.1 QUENGER ARM LOADS
'/e / (Reference Figure A7.1) ,>m2 >D)>2 'PM/)))) Load Description Mark III GEEN)2 193M2 Id?AM)3 Air clearing - (lbs) -+16,460*
D>3>R
)))))))))] (Loeation F,, any direetion normal to arm centerline) $M/>h)))
k'Mk1M j)))))))))); Adj acent S/R - (lbs) 1974 (Location F 3
- horizontal direction)
LOCA vent - (lbs) 1,866
) (Location F , horizontal direction) b >>2>)>M ID}}}}}}) Arm weight - (lbs) 390 y) (Location F , d war d uection) e
>>ma Earthquake load,1.25g - (lbs) at SSE + _488 E1 (Location F , vertical direction) {, ' g)f Earthquake. load,1.0g - (lbsl at SSE 1390 ( G.ocation F , horizontal afraction1 b b>>>B)2 SD)D's DDb2 p,)))))),)))' *Due to single valve subsequent actuation, khb 3C.A-/4 14-020279
BFS y),33)))p) Table A7.2 S)MD)))) MARK III QUENCHER ANCHOR LOADS DRM (Referenee Figure A7.2)
$3)))3}) $$$2)/
St>3M
)))))))))) Air Clearing Water Clearing SMMM)) ) > ))))))),')' Lateral Loads - (lbs) >DD)))'8 >)))))))))) , F - Air and water elearing 3
28,510 8,553
}}}}D/M ))))))))))) LOCA vent water clearing 10,240 10,240 D))3))M @))))))') F" - SSE Earthquake load (1.0g) quencher mass 3,940 ;,940 y))))D2 b))))))))) - SSE Earthquake load (1.0g), water mass 1,680 1,680 >>D))): >))M)))))) F - Inlet line load i
10,855 10,855 3))))))): IM)DD):
)))))3y')))} *F g - Total base lateral reaetion load 53,545 35,268 Vkh)33 i >))))))S), >3)ME Vertical Loads - (1bs) 9)D))3))
F, - Air clearing +11,344 +4,651
) Transient wave +9,000 -3,700 N NN -15,000 +2,400 >>>>D>>M Pool swell -14,742 -14,742 quencher weight +3,940 +3,940 f SSE Earthquake load (1.25g) +4,925 16,425 >>an Fg - Inlet line load +10,855 )33))3) 110,855 mam ys,'%,Q Water clearing +150,000/-2,000 >>),)DEM p3)N)))))) 40,064 178,271 BP3)))2 ),3)))}}})] *F y - Total base vertical reaction load -56,866 -37,722 b})1M 3C.A-75 14-020279
BFS g Table A7.2 (Continued) M)D3 Air Clearing Water Clearing
)) Lateral Moments Transferred to Base Plate - (ft-lbs)
Gh%)) y,ggy M, - Air and water clearing 37,524 11,257 U/bl%))
,))))))))p; Pool swell 17,751 17,751 D>>>>'t pyyy))33 Moments resulting from lateral lor.L >>>)M>>>>3 )33pj))j 2.64 x [ F3 (air clearing) + LOCA D))D))))) vent clearing] 102,300 49,614 >>>'>>>D))
h/{' 2.32 x Fe (earthquake, quencher mass) 9,141 9,141
)) ) 72,402
)) 6.67 x F1 (inlet line) 72,402 3.00 x Fy(earthquake, water mass) 5,040 ffph> *M g - Total base lateral reaction moment 239,118 165,205
%>D)))J b>b>D)'
w yppy,)); Vertical Moments Transferred to
>>/)))fD))>2 Base Plate - (ft-lbs) h>>D>>)))
D>'))D/3 M - Air clearing 105,618 31,685 hr)3D))) D)3)),'b)2 Multiple valve. actuation 0 0 DM1>>3
@hM3 LOCA vent clearing 8,047
>'N)R)3 8,04 7 NN['D) / Mi - Inlet line moment 25,836 92 2)3 25,836 D')ER g)'j))'j *My - Total base vertical reaction moment 139,501 65,568 OlD)M 2*iBB $2))','p))]
- Quencher bottom flange anchor loads. (Individual loads are time
))))))))))]! dependent and peak values are conservatively combined.) M>>))))3 3C.A-76 14-020279
BFS D'2phs
@>>2E ,
W h>% ED>3
>'DM>]
ph w h3 , D)>D's *. S>DR - B)>>>>>2 38.4 m.. gsysg
>>mm) ,.
b2)h3) D>'>>D2 '
~ )$3)]
k? l
\
hh3))) ' I
>>b>b>h)
NAN /))M) TOP VLEW %# ' %' , 1)))),'p)')/3
/ I /
MM 4,' ' 34.3 in. N)')hM b))h/)/) Fb DD/>3
>))3D))) NOTE: '
hM'M3 LOADS APPLY TO 90*-90'
))))),))),] CONFIGURATION AS py,gg,Ng WELL AS 120*-80*-80 -80' Sh'D)2 v 'i'2D>l th2BD')
BD>>3 @'h'M)' >>32)))' BD)3 b' sib)3 34 r % F* B2E)' E >EN$)' l%%#' h ' y 93'))'i j l ED2M ljjjjj > i I D))'))), >>'@))3))' ELEVATION VIEW ( j fsMR3 2'D>)'M DB'92 ' ' n'Mb)3>31 . d'lk)3'3R MM EMM})) Figure A7.1. Quencher Am Loads MM 14-020279 3C.A-77
BFS
4 D)'//}/M ORTHOGONAL INLET LINE LOADS F, h/)M)))) AND M; FOLLOW THE RELATlONSHIP:
b35>>>3 u, Fi W h>>>3 + <' p,'))))),g y '. 7* 7*
>>>>>>>>'b2
')/D/D/M r, 9 wHERE: F o - io.8ss io Mo = 25.836 ft-Ib
@M>'s MNm a p G))))M $ $ Fo bD))>M E E
$3t>>2 i j Fi b>D>N E
~
)))))'),'))))) ; M; Mo
>>')>3M "o
$NR E>DS)'! - F.
SE>)'E RDE) MM Pb>>D31 m [ - l k[ M.
/ )
b'hBM] h Fc ! m u dkh s
'%)))11 _
n \ " Ou A>D3 n P>R DJ ibb22 \ ) sam g E MM s 6
@D)>DJ ODB "
p er22 v ,
)f Mc iDPP2 BASE RE ACTION LOADS S/ bb M*
mm>> ME ))))),))] NOTE : '>)f)'f);f)),] , LOADS Fb . Fc AND Fg MAY ACT IN f\)),)p,p ff ANY HORIZONTAL DIRECTION p, ,i JMNNN), MOMENTS Ma AND Mg MAY ACT IN ' >f,'),))} ANY VE RTICAL PLANE Ew's3i DD>M D#DR Figure A7.2. Quencher Load Diagram
.+sss W
14-020279 3C.A-78
i]IlifillHillElliiEll61BIRillHilililHHilllW r /p o i 5 ' l M, - 133.601 : m Me- 65.568 f t na JL ' u
/$ .
Fe - 53.545 lb b Fe - 36.268 b Y a , O j ( O () )( 0 1
. , i W F e - 63.6 4 5 =>
4 r, , *- Fe - 36,268 ab Me - 2M.818 et ib u, . ics.205 ri a> I l
' : ;'"O' ' ::;n'2;'
Allt CL EARING CASE WATER CLE ARING CASE Figiire A7.3, Quencher Anchor Load Sunnary
BFS &>3>2i %)))D2 . ..,, GB>3 mph: 9)DEM &>>3M @)DM PDB2 >Ie3 E)>>3 23)): 92$ Ph>m E>E M Es>2 DDEs MB @D>D2 D>R)>: EE>D; B>>3>2 D)MM)<>) This figure is PR0PRIEIARY and is bM?>ENR g));g)g provided under separate cover. DR>)2 i?GD)2 - D>DR >>>>,>>>>>>J 69 mm >>>B)3 >>E% sb>2n 02D)>2 D)>>D: >>2D>J DEM W)2B $f$kI$hh DDDR
>>>D>>>]
DMR b>>E3 S%E
>>>2 M @3EM 23)>2 DND2 Wh>>3 #D>>>M Figure A7.4. Sectional View of Quencher Leg (Typical Each Side)
As T(# 14-020279 3C.A-80
BFS >),)))))), A8.0 S/R VALVE LOAD COMBINATIONS m>E %)M23 p)))}}))$ Safety / relief valve discharge piping routed to the suppression pool is arranged so that the points of discharge within the pool are uniformly $17M3 distributed. (See Figure A4.3.) The location of valve discharge around DbM the pool is for distribution of air clearing loads as well as for con-pygyg >7)2b>'1B siderations of pool thermal mixing. MM BDM ' >>BRE The number of S/R valves that can open at one ti=e is dependent on many >3ME variables. The following table shows several discrete cases where various p3)g M)M!5 numbers of open valves can be postulated for the 238 Standard Plant: BM>33 IltME EbbEE) Case Number of Valves MS >> M D j S/)NNI (1) 1 Single active failure, normal function or >>Mi%b'$ $y;))))] operator action. (First or subsequent bE actuation)
#M@
SSDN3
>>2M (2) 2 1 normal plus single active f ailure of adj acent gg )))D3] (adj acent) valve (First actuation)
DEEN
>Md>M E}),'3};]2# (3). 10 All >1113 psi set point valves (First actuation)
~
M/))M Mb25 NDM;N (41 8 ADS Activation (First actuation) kNN/$ MM MM/M C5) 19 Vessel pressure >l123 psi. (First actuation) NDE - (All) wa
> >'>',) The number of S/R valves that will open during a reactor vessel pressure transient could be from 1 to 19 valves. This can be shown for situations p}}}>>>)'@ where various reactor power levels are assumed when the transient event is
( initiated. Therefore, the containment must be able to withstand any 3C.A-81 14-020279
BFS pf)fp3} number of valves discharging at a given moment. Since the discharge bM)M points for valves with various setpoints , or those associated with ADS , 55)S>2 gyJg are distributed around the suppressica pool, the discharge of one or two N'NM2 valves represents an asymmetric load on the contaic=ent. W2st%3 D'231 5'# A8.1 SYMMETRIC AND ASYMMETRIC LOAD CASES E's>>% iB %'i8 ' GB%i% ppg The following selected cases represent the asymmetric cases for contain- @,D')'M ment loads: OP'MSk2 NEEEI'$ $5E25/$ A. 1 S/R Valve - This situation can occur due to an operator action \SE N D g3pp3sjp3 or a single active failure. Subsequent actuation of a SRV E$SD2 af ter an initial pressure transient would be limited to the D'lll@l3 py;, 3 gj single 1103 psi set point valve. >3213 tism'd pj,g'j@j B. 2 Adjacent S/R Valves - This situation can occur due to a N'N pressure transient at low power, which would lift one valve. '4 N'G Mi ' M @))Pf) Concurrent with this the single active failure of an adjacent s valve is assumed. == 3 f The. probahility of t5n precise. conhination of two adjacent valves would be 193ys very low, since. common set point valve discharge points are uniformly f9)D)'Sh>' gg;g distributed around the pool. However, if the containment structural )l!3@7d) design requirements are satisf! ed under this asymmetric condition, DbES ggg subsequetit analysis need not be performed for the multitude of other D'DEM more probable asymmetric load cases. W3')>'S M>'M EE The following selected cases represent the symmetric cases for contain- >E3D! $jgy))))3 ment loads: D'>'SDM >'D'D'M
') ') C. 8 ADS Valves - This situation can occur with an intermediate smmms, break where the ADS system is activated.
3C.A-82 14-020279
BFS D33N D. 10 Valves - This event can occur due to a low power isolation E Y R)/>>) 3}}g'3 transient. 922 )35 D7B2 y@'M E. 19 (All) Valves - This event can occur due to a high power isolation transient. b'D3 SM %>2}R ) For structural evaluation the 5 load cases listed above are reco= mended. >3MA>3 From observation of Figures AS.2a, A5.4a, AS.6a, A5.8a, and AS.10a the WDM gg 1 or 2 valve load case is the governing case for asy=etrical considera- @$'33)3 tions , aid the 19 valve load case for maximu= symmetrical consideration. @))$M g )g The final selection of valve combinations is the designer's (A.E.) I)2MM responsibility. BM>DJ GNM EM3 A8. 2 SSE AND OBE CONSIDERATIONS !!MS>3 %>mn NM Whatever asym =etric or symmetric load cases are evaluated for design, b>)))39)>l $3))})},3 these should be combined with OBE and SSE seismic levels. The seismic combination which yields the controlling stress condition, may be either h}d))?}); (OBE or SSE) since allowables and load factors are different for the two b2 conditions. D'bM' 3 > DM A8.3 LOCA CONSIDERATIONS
)
D)35 si$ M gg In evaluating the Mark III structural loads and containment /drfwell capa- @?)MS bility it is necessary to properly account for the hypothetical accident EN'l gygj related loads and their sequence of occurrence. In defining the loads for D)ME this evaluation, this report addresses the design basis accident (pipe $)23!!25 >))gg break) and the loads associated with the hypothetical concurrent earth-bN quake, pool dynamics, and static loading. The ability cf the design to M>>D>2i h>3)'$; accommodate these loadings , when proper .tenced, constitutes the N design basis of the structure. This desig oasis includes the single O b'D)E failure criterion; i.e. , any single component may fail to act when called upon.
*^^
14-020279
BFS gyppy This report also addresses an additional ecusideration namely the YN25N inadvertent opening of a single S/R valve. The opening of a single valve EEBi sg),y,,3 is not a direct result of the LOCA and, furthermore, is not an expected hN +wM occurrence during the accident sequence. However, the loading charg @)J,3)))] figures show the loads associated with a single safety / relief valve
actuation as an additional load for demonstrating additional capability.
>)'8 ibid 5%2% A8.3.1 gg;gg DBA With M.S. Line Break $923 ki!BW g',pg For the DBA, with M.S. line break no valves will lift due to vessel iMPId pressure rise (Figure 4.1). M}$M Wh2
't A8.3.2 DBA With Recirculation .Line Break
{' so IMINN For the DBA, with a recirc line breax, the vessel depressurization is MD))2?iB g'j;$,),3
, slower than during che steamline break. A closure of the steamline iso-k'N'k
>M Do lation valves arbitrarily started with the DBA, could result in the "< D)M)))) opening of four low-set valves 4 seconds after the DBA begins. If the closure of the MSIV's is initiated by vessel low low level, it is possible b))))$}}j that no S/R valves will open and if some do open they will occur later f than shown on the loading charts. The pool loads associated with this ),))),1),)))) LOCA event will have. subsided Ct=1.5 see LOCA air bubble clearing EM,3)l'M gg,,)3j transient completel when the S/R valves are actuated in this manner M'@$$ (4 to 12 sec) . This load combination considers the containment pressure D22,b)2 p,ggg; of 3 psi due to air carryover concurrent with the S/R valve load condi-NS35$ tion. However, enmination of the IBA break with ADS (6 valves) actuated k!EiN' A gg is performed with the containment at 5 psi due to air carryover and pool NEh Ukh. heatup. The development of loads for a four-valve case (low-set point) RN'qq),N) should be compared with the eight valve ADS load case if it is suspected hbb),'3i to be a core severe loading condition due to unique plant design features; p)
!))))))) however, the four valve case need not be combined with a press arized
( containment. 14-020279 3C.A-84
i BFS g,p,p,)))g A8.4 RECOMMENDED DESIGN LOAD SUMMATION B R B3 D'9)DR gg The design loads on MK III structures are comprised of static (dead loads , EON 2d live loads, hydro, etc.) and alternating dynamic loads (seis=ic and S/R % 2 91 pppppy valve loads, etc.). ES}N75 N'Ei)hlb) p) gyp; For postulated simultaneous occurrence of S/R valve loads and SSE, the !kf5bh method recommended by the Task Group on Dynamic Analysis (TGDA) of the P3#2$$3 $$'pgj ASME Code committee for combining loads will be adopted: IMNJ55 D2$D3 1/2 VlyWlyh n n R= [ (DC) +_ [ (AC) $$2}))M i=1 i=1 mDDh>'i $$$$N 5,$$3S/>3 where ma >>B>M NE))M R = resultant response of the structure, e.g. , displacement , accel- >%n?>>2 g,)))),)'y eration, load or stress. >>))MM %%m - >g'))))}) > DC = slowly varying or non-alternating component of the dynamic b}2D2 response, wm b3DEF AC = alternating component of response defined as me.zimum response $>'jMN) value minus its corresponding DC compcnent. $}$)3Jhs m ni $'23353 i = 1, 2 , . . . number of time varying events for which the resultant ?l>Y2O pgg response is calculated. @2 D )3 kP 'D' gf)jg The use of thj s method is justified by the fact that earthquake excitation D)>M)2 is a random process with amplitude increasing to a peak and then decaying VE)'>>>>>A and the fact that the amplitude of the S/R valve loads also rise to a )})))))))] k)[(M peak and then decay. Therefore considering that the dynamic responses of 14-020279 3C.A-85
BFS >)M)] p such loads possess varying frequencies, amplitudes and random phase k relationship with respect to each other, this method is adequate for Pi'3'PJ3 calculating the design loads. RA%@d$ M SB 78Mxts More simply, the above equation with respect to loads or stresses, etc., d'8MM may be represented by:
- ))7ggy WDR)2%
EIDM - - - -
- -2 -
-2
!$EOSS) EF = D.L. + L.L. + Hydro + +
+ + Seismic DC DC AC idMM _ _ , ,
_ ~ AC
~
D)>21&2 $9)'s52 @)M]g where: )>>'5)MA F1b'B'] 3,}g] - D.L., L.L., Hydro = Static Loads n' d%3*$2 69333 ~
@)))'g *
"SRV~ " Seismic = w y va ng r n n-a ema ng SitD3hyj DC)
DC) - component (DC) of the dynamic response gs) g - - SD>b>')) d
~
Seismic'
) 'k ,
AC)
= Alternating component of response defined h)'Sh>')'3 -AC). L as the maximum response value minus the >>2)>ME corresponding DC component, M)$
RM23 D>>'M'Ai This is simply represented as follows : EMh3 M'M MPM MD') 3
/SS')2}
^
AC COMPONENT OF RESPONSE, b)))),)))N;$
~ (SEISMIC
^c }
m>>>>' n3n A3 u Y J NON-ALTERN ATING DC COMPONENT
$D3M OF DYNAMIC RESPONSE, M)))J)) "(SEISMIC) 2 > 2)2)),'s v oc M!!>>>h' >>>>>2M m u sss3 when the alternating component has no DC co=ponent, the DC terms drop out .
14-020279 3C.A-86
BFS p'pg#g A9.0 FATIGUE CYCLES WNE 9%)2h LD)FJp] During the 40-year plant life, there will be safety / relief valve (SRV) dis-bEilhNl charge events that are anticipated to occur. pgyp Based on the many years of BWR !@>M. plant operating experience, an analysis has been performed to determine the VINhb mean frequency of occurrence of the potential events. This information is gpyg MR3 presented in Table A9.la. Some of the transients that can occur result in OND2 ygg y containment isolation; in which case, subsequent opening of a SRV will occur to remove decay heat until an alternate path such as (1) bypass of the MSIVs g g yg to the main condenser, or (2) RHR steam condensing mode can be established. @MM2 Table A9.lb lists the number of subsequent openings of the low setpoint valve that are determined to occur during an assumed 30-minute period for the ( establish =ent of the alternate path for decay heat removal. am The total number of valve openings recocmended for use in a BWR/6 Mark III %))))))2 Containment Fatigue evaluation is consentatively set at 4200 cycles. For ) , BWR/6 systems where " low-low set" instrumentation logic is used, the total MM3 number of valve openings is 1800 cycles. The containment designer should use $}M&2 gg this number of cycles in conjunction with the quencher pressure time-history >Mlf}D3 as shown in Figure A5.11 for evaluating the contain=ent fatigue life.
'^^
14-020279
BFS g Table A9.la BD)d/>3 SAFETY / RELIEF VALVE ACTUATION WERR >M))A>>'$ Number of Valves jlf)),);3 Open for &)M),)))$ Initial Blow @))))M/>'$ Mean Mean >)3/))),'f2 Frequency Frequency (All (1/2- (1/3 Isolation Type ?$/>/>>>>) / Events Per Yr /40 Years 2/3) 2/3) -0) Event 0))))NNE f/3))))2 Turbine Trip (w/BP) 1.33 53.2 x No VSN2 II@M Load Rejection (w/BP) 0.75 30.0 x No })>?Mb>'3 N2M3 Pressure Regulator >>>2DM Failure 0.66 26.4 x Yes BD>D>3 N'N'N)*3 Feedwater Controller Failure 0.17 6.8 x No
)' Trip of Bc th Recircu-( ( lation Pu=ps 0.33 13.2 x No Recirculation Con- h),
g)yy)))) troller Failure 0.33 13.2 x No >$N25 gg Loss of Feedwater Flow 0.33 13.2 x No b3/>>'3>)) ypyyg , Loss of Auxiliary Power 0.38 15.2 x Yes DMN3. 3))))3))),3 Closure of all MSIV's 1.00 40.O x Yes >?D>M g)p)3 Loss of Condenser d,pg))),3 Vacuum 0.66 26.4 x Yes D
> D>>,' )))))))))) Inadvertent Relief >yp)))),)))' Valve Opening O.10 4.0 x No >P3h3 b)))))$),' Turbine Trip (w/o BP) O.0064 0.25 x Yes >>N)'/3 ),))R,))))'i Load Rejeetion )))M] ) (w/o BP) 0.0036 0.14 x Yes b'>>M M >%se 14-020279 3C.A-88
BFS tt332 ppy,g Table A9.lb BBR2 wnh1 py)),})g CYCLES OF SINGLE LOWSET SAFETY / RELIEF VALVE PER ISOLATION tbD?>M D)>31 )))))),))} Cycles / Isolation py))))))))) Plant Cycles / Isolation (Low-Low Set) VB>>/)2 PD>>>>2 >>Wh>3 >>>>>>>>2 W>>>>>R @>>D2 92)>2 PM>D2 %))3j))>'] 238 BWR/6 - Steam Turbiue Feedwater Pumps 29 15 >>>>>>N)). >>>>>>>>>>2 @>>D2 238 BWR/6 - Motor Feedwater Pumps 34 15
?/,13 w>>m P2)RM V221 phDM
>>D>33 E3))R 3C.A-89 14-020279
BFS W2DE gj,3))))j A10.0 REC 0! FENDED CALCULATION PROCEDURL FOR MARK III DESIGNERS I')hN>l swa t))))pg The following inforuation provides the procedures for predicting loads on NDY3 the drywell vall, basemat , and containment wall associated with the air %M h))))))j)] clearing transient follosing the opening of a safety-relief valve for the 238 standard MARK III plant. The numbers are applicable for those plants
)ff SQPS} having a quencher of the standard design installed on the discharge end
>>))'IM3 gp g of the pipe. The given bubble pressures are based on information in Eh3 Section A12.0. For design purposes , a statistical evaluation of 'the data D-))}})3 was used.
,g,)) Design values represent a 95% 95% tolerance statement relative M >>3 to that data. The bubble pressures are predicted for the first opening D113/l g)3py) and consecutive opening cases. >>>)33) )3D>>23 g),3}))),] A10.1 CONSTRAINTS D>>>D'i >>>>>D)5 p)),3)))}},' The following constraints are not to be exceeded for the design of the I2ND RVDL' W kES)D)2 MM (1) Peak Pipe Pressure <625 psid. == >>>>RD)2 !)'>>>)'i'S' (2) E cannot exceed those values given in Figure A3.1 at the corre-DBD)3 >>DP2 sponding pipe volume.
Wh?)8
>DB>>1 DD)M)] (3) Water Leg '<'17,8 ft.
DDDR BD>>3 Constraints on routing the safety / relief valve discharge line are: 9?xM))I E)2 1. No more than one 90 long radius bend coming off the relief E}D)}/E o
))),))))))) , valve, and two 45 long radius bends entering the quencher in
( the 10" schd 80 piping. The remaining bends should be in the
>>nn D)3)2 #2DD2 ) )),)),)))') 14-020279 MB 3C.A-90
BFS SMM MM})3 12" schd 40 piping as far down stream as peasible such that no D I ))N&Q more than 50% of the total fL/D of the systim is in the first p333 N))733 half of the length of the discharge line. O b b '] D332 SS)D})) 2. The initial length of 10" schd 40 pipe be kept to a minimum. D E R) D}>>DR b)D)))E A10.2 DETERMINE RVDL DESIGN i>>DDT hkh2 ON The following steps are recoceended for designing the RVDL within the D)>>)))3
>>>>)))),))) above constraints and the design requirements in Table A4.2.
Ni3>%1
>ME)3 ),D))),')3 (1) Layout Preparation for RVDL Routing M/))M3 ),g The designer will prepare a layout drawing similar to Figure D)g )),')))$ A10.2 and later detail the RVDL. The longest line will be >>>E)>J )3 g e 41uated first. ?)))))-)))3 DNB3 g>))>,),))))) (2) From the longest RVDL length the air volume and fL/D values are S)<)))))))) calculated and plotted on Figure A3.1. This is an iterative @)D>M gy);yty process where a balance of 10,12, and 14-inch SCH 40 piping is h)MD)) adjusted to the minimum total air volume and fL/D for the .>>>>b>>$
>}g'g)))),y 625 psi pipe pressure constraint. It is important to insure b)EN) that all the RYDL air volume and fL/D from the. SRV to the free >>MM p))),)),))')] water surface is included. Figure. A10.1 sEows tea portica of f f RVDL from the SRV to the first anchor. va}>:
) (3) For the portion of the RVLL shown in Figure A10.1, the loss
))))),D3 , coef ficients, E, for each. of the three flexible joints are. >>D))))2 )gg shown on the figure. The line lengths for each, plant size is >MD3 given in Tables A10.1, A10.2 and A10.3. SD)3>)2
) (4) Repeat tha iterative process of (21 for each. of the other ) ) RVDL.
>== bMDJ GD)D3 3C.A-91 14-020279
BFS V3322> D' PEN (5) ft/D l}'D293 3p3pg The corresponding maximum values of fL/D are calculated in
@M$$ reference to the 10" pipe velocities as shown below. Pipe iTABEE pp;p))g friction losses should be considered from the S/R valve to the b)2'))'AN surface of the vater.
i$
$N'EY?b #@>2#2 (a) For reference to 10" pipe velocities : ==
N 2
$)7 $ -
/A10" (A10"I D'lg>>31 = Y +K +K g'ggg fL/D)Ref T **1 l A l + ***
l0"
~
** 10" T U" 12" (Al2")' 14" ( 14")
NiED'5% ~
>>3E f3D)'h>' where:
D>>M83 DMM b>>Th>25 v
))3spjj " Total = fL/D10" + Qosses 10" 10" S/40 DM)))))'$ >'32%?3 D))E ))))))] botal l2" = fL/D 1 +
sses 12" S/40 SR3'h')) M M. NMM3
' ')'>' , botal gn . fL/D14" + kosses l4" S/40 DR33))'}
'835%) 2 }}},'2}M bO" = Hydraulic area of 10" schd 40 pipe (f t ) N?$,D1$N >>23+iB gg)))sj> A12., = Hydraul area f 12" schd 40 pipe (ft ) Bl&E}% END3 2 E'53NN,D); A14,, = Hydraulic area of 14" schd 40 pipe (f t ) D'h'W2 10" = Diareter of 10" schd 40 pipe (f t) h D em >29')2 h))'@}}>) D 2,, = Diameter of 12" schd 40 pipe (f t) >>>>'D))) B)))NS >>)3)))>'l D ,, = Diameter of 14" schd 40 pipe (ft) )')))33))) &b>>R 3C.A-92 14-020279
BFS ENS) DDR2 py));;,)g The friction factor "f" in the above equations should be S/N2492 calculated based on the pipe diameter, relative roughness of $3)33
)
p),))),sp; the pipe, and the Reynolds number. A Reynold's number of N'22 approximately 3 x 10 is appropriate. Based on this Reynold's >>>>D)>3 ggppyy number and the pipe of a com=ercial steel a typical value of >3B9)2 "f" is 0.015. MD)3B %)J)M Using the system fL/D calculated above enter Figure A3.1 with b))),))))'),3 corresponding air volume. The intersection must fall on or VBhXt gyggj>>' above the 625 psid curve. > Ebb 1 PS'DJ! (6) Determine the quencher bubble. pressure using the actual air pg,gy); ))/)/3)<l volume in the RVDL, see Section A12.6. FM3M >>>>2DD' DB)3 A10.3 S/R VALVE AIR CLEARING LOADS MARK III 238 STANDARD PLANT DE D2 >E>>R 3DNE After the quencher bubble pressure has been obtained, Section Al2.6, D)))))))/l @)))))))] the next step is to calruate wall pressures based on the peak bubble NE/N3 value (+ and -). Wr)$)NN h$$ Ns A10.3.1 Absolute Pressure on- Basemat and Walls YNN)] jf The absolute pressure anywhere on the drywell wall, basemac , and con- >>,')'Ji?)3 tainment wall in the wetvell region can be calculated by the equation: &M9E RE3
- h,f/)))))) P(al = P containment + + AP(r) (1) g))),'g),)3 144 EDDI
%>2kh g)g)y,)3 wiare > mmh 2 DD>M )))))))))); P(a) = absolute pressure at arbitrary point "a" (psia) ED>DM b>DDM >))f>>))))), r = distance from quencher center to point "a" (f t) }}))))/)))2
- D>D>'S 3C.A-93 14-020279
BFS D)M/25 VIEDDR DSh2 DD2>2 ) > p ypy P = absolute pressure of containment atmosphere (psia) ObD)] >D>EP) , p;py),g h(a) = vater head acting at point "a" (f t) VE8$5 EDP22) 3 hp)))pj p = vater density (approx. 62.4 lbm/ft ) bN))NN EBPJ >))y33); AP(r) = bubble pressure attenuated by distance (r) to l})D)M3 point "a".
>>S$2 bled >3 The attenuated bubble pressure for one S/RV, AP(r), can be calculated E)MR from the bubble pressure , AP , [ which is obtained from Section A12.6] $>>)3D))2 pg y using the following equations:
Wy>2bl3
&>>MM b)3bb))
AP(r) 2 x AP B I#o\ gppyy = # # # #
\7 I I
o
>>>-))))))3
>2))3
>MM)<3 AP (r) = APB for r < 2r (3)
)
$3<)),3 -
0 DRM
>>>D>)E where, 3)DE >3th22 r = quencher radius = 4.875 ft. ),D26
() A10.3.2 How to Find the Attenuated Pressure on the Drywell Wall, p,b;),D))) Basemat, and Containment Wall.
$>),'E$
@RM PD)2)3 A10.3.2.1 Develop grid to determine values of (r) 8)DD)3 E>D>>2
} 1. Make a scaled layout of the pool with quencher (Figure A10.3).
>>>>>M/),
>D))M2 2. Divide wall distances by four (4).
@))M)2
>>>>bh3
>>>>DE DDR 3C.A-94 14-020279
BFS IMD)E EE8M 3. Arc distance by 360 + (vent stations) (Table A10.4) . F>N>>>I p' 2 m NME 4. Draw line (Pigure A10.3) frou bubble cloud extremity (i.e. , h%Eb1 DjJ)')s quencher radius) tangent to drywell wall and project to con- 'N/N23 tainment. This gives the area of pressure influence for this VE222 @)332 quencher. D'R'#)2 42 32 @,$M 5. The point (a) is then selected and the distance (r) to (a) is
>%9N1 ggggg obtained fron the layout.
$2kh)2 G%2M A10.3.2.2 Wall Pressure at Point (a) Single S/R Valve. pyyyyg
@MM can The wall pressures are obtained from A10.3.1 equation (2) and (3) .
p333)}y GEBR wxm p,,>g33 A10.3.2.3 Wall Pressure at Point (a) for Multiple S/R Valve.
>>)2E3
>%2n
$$$;E In the event of multiple S/RV actuation the attenuated bubble pressure,
/
AFB , must be calculated using the following equations : am EM n 1/2 mm D'jj))3 7
%2b'i AP(r) = [ AP gg - n=1 lE'M 2>>33 DMi>28 "b*'**
b3M DM)3 I# o g)yyy))} AP = 2AP g l l for r > 2r
>-)))))))), \ R/ @)22M >>3M*- AP = AP for r < 2r fg' ,y, n B n- o O )1 92)# $)Nu, b)))))))}}, If the calculated AP(r) > iPB , s e t AM =B E . N te that nr = the dis- } tance from the center of the quencher to point a. >N>>D) >>>DM -
E 14-020279 3C.A-95
BFS U$S pp)))*p>] For the cases where multiple valves are discharged due to a pressure b'Eb transient, the valves in each set point group (1103,1113, and 1123 psi) VMEM b)}}@] are assumed to discharge sim 4taneously. The setpoint groups, however, f will discharge at different times <%pending on the rate of reactor pressure RM3 increase associated with the event under consideration. The cost severe VSEb5 pppy pressure transient is the postulated " generator load rejection with failure P))))))') of the turbine bypass valve" event which results in a calculated 132 psi
@@d gg per second pressure increase at the beginning of the transient. This >3)/>D)3 results in a 0.075 second difference in time of discharge due to the $$ $1 y)g)g 10 psi difference in pressure setpoints of the valve groups. Using the quencher bubble model presented in Figure A5.ll, it is seen that when g),'yyp,)) P g from the 1123 psi setpoint valves occurs, the bubble pressure from the 1113 psi setpoint valves has dropped to 0.9175 Pg , and the bubble ;))]'pppj pressure from the 1103 psi setpoint valve is 0.835 P . These values EME are used in determining the attenuated bubble pressure at a point (a)
DDMM h)})))g for the multiple S/R valve cases. MM
>>>>DD'i j)))))),))) For local peak containment pressure loading, there is significant @2'D)3 gg reduction in pressure at certain locations when .;onsidering the time );3)M),,' sequenced phasing approach. The most limiting position on the containment b)fE>b'N g)p)g is not affected (i.e. , the local peak pressure is equal to the maximum >>)D/3) bubble pressure - 18.6 psid) . In addition, the 95-95 confidence level B)>b>>A gg))'g)) statistical analysis for the individual valve is conservatively applied Sh2M7)3 to the multiple valve cases without consideration of the number of valves
!)2))D3 y'y> yyy})] being actuated. In reality, the 95-95 confidence total load for the S>EI)2 19 valve case is mueb. lower than that used in the local pool boundary D MA ))))),g load calculation. These two factors (i.e. , time phasing and the multiple N )2 valve statistical consideratica) have not been included in the develop-b3))))3 ),]>>D,))'$ ment of the local pressure distributions on the containment vall because hDM)))) gsg they do not affect the limiting local pressure. However, these factors ))R),3 are important to the structural response and will be employed in the
) building response evaluation. Attachment M presents the method for treating
>>D>D2 these effects in determining structural response used for the equipment >>>&>DJ pyyyy)py evaluations. 3C.A-96 14-020279
BFS Table A10.1 ?!d STA.4DARD PLANT P1PE SPOOL DIMENSIONS TilIS TAllLE llAS bEEN DELETED 3C.A-97 14-020279
BFS ?$?/W/) ' @2 ERM py,)'Jj))?, Tab 1e A10.. ( 238 STANDARD PLANI PIPE SPOOL DIMENSIONS uom
/
Dimension A Dimension B Total Dimension (A + B) N322 Valve No. (in.) (in.) (in.) (ft) EBM b .gg,g V1 75.00 82.25 157.25 13.10 PM9/>>3 <2 75.00 82.25 157.25 13.10 e . 3p' ,j;g) V3 75.00 82.25 157.25 13.10 !D>>>33 V4 75.00 82.25 157.25 13.10 bh>)M gypj V5 75.00 72.00 147.00 12.25 D33M2 V6 75.00 71.62 146.62 12.22 >> DER - MBE M IM V7 137.62 71.38 209.00 17.42 D>>'M 3,g)))'j V8 126.75 71.12 197.87 16.50 fff h),'))))))] V9 V10 120.25 119.88 70.88 70.62 191.13 190.50 15.93 15.88
@@'s 2D>33
@)]/)))$ V11 119.88 70.62 190.50 15.88 gj'p] ) V12 120.25 70.88 191.13 15.93
>)))D3 V13 137.62 71.38 209.00 17.42 SPD'M P2')'i>>'M
>>3))'R3 V14 75.00 71.62 146.62 :i.2.22
>D) X yy),33))); V15 75.00 72.00 147.00 12.25 S?D)N)' V16 75.00 82.25 157.25 13.10 SD)D>%
>y, ,3)' V17 75.00 82.25 157.25 13.10 g/2//)}// V18 75.00 82.25 157.25 13.10 P3))D2
))),'))))))),') V19 75.00 82.25 157.25 13.10
>>>/7M3 FRDM
)),)))),)))] The valve numbers shown on the table above are the same valve numbers on Figure A4.3.
N)'
>>M 'D)
2)))>2 D>>>>>M S)>M))) 14-020279 3C.A-98
BFS Table A10.3 251 STANDARD PLANT PIPE SPOOL DIMENSIONS . TIIIS TABLE IIAS BEEN DELETED 3C.A-99 14-020279
BFS Table A10.4 EM DRYWELL AND SUPPRESSION POOL GEOMETRY @)'b>M ))))))[)))) VENT (V) DM,3)) gjpg RPV( SHIELD \> D DRYWELL E g~gzgyx E LEV 0 f t4 m.Q WALL N,' ~l 9 _ @M/)M' PEDESTAL A g SUPPRESSION POOL (S) ,[ CONTAINME NT
/ NJ b$'/ i WEIR WALL = [
533m w
- ~; 0 L p .50 N M/))$ ~
ORYWELL HIGH WATER LEVEL (HWL) p))))),)f] ANNULUS 2._00, ft",1,,7 0L LOW WATER LEVEL (LWLi E923 9: '*' I, fU
- NMM 07 P- [ . N;'.I,* . .../. . .-.
4- Y hM,)M/3 15 . ]1 4.50 f t I )))))))M T2 l_ 27.50 m. ,g i VENT 10 g))))g TA8LE 1 h,'[y))] PLT SIZE /CNTMT DI A OR NO. OF FUEL BUNDLE 218/114 l'*218/120 *238 251/800 *251/864 DESCRIPTIONS y N}g m (-) 8.33 (-6 8.33 (-l 5.50 (-) 7.08 (-) 7.08 A ELEV TOP OF WElR WALL ' // d 455 455 482 570 570 V VENT ANNULUS AREA (ft2)
')))N 5760 6863 6382 8170 8170 V+S TOTAL ARE A (ft2) e,)\)}jM] (-) 12.58 (-) 12.58 (-) 11.16 (-) 13.00 (-) 13.00 HWL HIGH WATER LEVEL ELEV gpp,))] 4 25 4 25 5.67 SS2 SS2 L MIN FREE 8OARD (ft) g,xgg (-) 16.92 (-) 16.92 19.42
(-) 15.50 (-) 17.33 (-) 17.33 H DRAWDOWN LEVEL ELEV s 3 19.42 20.42 19.00 19.00 Y POOL DEPTH (ft) 111.00 131.90 129.60 153SO 153 90 POOL VOL (1.000 ft3D AT LWL '/')#' )A' h>)))) 21.80 17.31 34.15 30.03 30.03 ORAWOOWN MAKEUP VOL (1000 ft3) )))j)/))) (-) 29.08 (-) 29.08 (-) 27.67 (-) 29.50 (-) 29.50 J q OF BOTTOM VENTS ELEV p)))))))] (-) 32.00 (-) 32.00 (-) 31.58 (-) 32.00 (-) 32.00 F ELEV TOP OF 8 ASE MAT 102 102 120 135 135 NUMBER OF VENTS sNNN,gsx 34 34 40 45 45 VENT STATIONS 420 420 495 557 557 GROSS VENT ARE A (ft2) NM/M 2100 2100 2475 2785 2785 VENT VOLUME (ft3) h)M))))) 16 16 19 20 22 NUMBER OF SAFETY RELIEF VALVE )))))))))] 6.38 6.38 5.75 5.25 5.25 ClRCUMFE RENTI AL VENT SPC'G DW ID NNN N 'p4'p"dy# 2223 2223 2535 2688 2688 W ARE A (f t21 27.84 27.84 39.29 39.82 38.75 W VOLUME (1000 ft3D
/ 267.6 267.60 301.10 351 SO 351.90 P ARE A (ft2) he)M)/)) 5525 5525 (B48 7477 7477 P VOLUME (f t3)
$))))))/3 (-) 28.98 (-) 28.98 (-) 28.58 (-) 28.33 (-) 28.33 07 RSO PT E LEV (REF) gg)f \\)),j (-) 19.35 (-) 19.35 (-) 19.46 (-) 18.71 (~l 19.21 08 RSO PT ELEV (REF) s N NNNN N (-) 12.35 (-) 12.35 (-) 12.46 (-) 11.71 (-) 12.21 09 RSO PT ELEV (REF) (-) 20.85 (-) 20.85 (-)2038 (-) 21.50 (-) 21.90 15 RSO PT ELEV (REFI
/NM 118.00 118.00 145.50 165.60 (LTR) 1100F h))))M STD REOO POOL VOL (1000 ft3)
))))))}}] 102.40 40 124.20 141.90 (LT R) PLT 1000F VS SVCE WATER TEMP gN,})'gN}
, 87.60 l e7.60 108.50 123.20 (LT R) 900F h)-)))/))) TABLE 2
))))))M/$ PLT Site 08 (RE F) 15 (RE F) A B C D E Ti T2 h)f))))))))] 218 OlA 18.42 R83 61 64.67 63 79 M4 RAD 9.2 14.91 y 'g3 7'97 30.50 32.33 34.50 39.50 57 218 DIA 18.42 29.83 61 64 67 69 79 120 RAD 9.21 14 91 10.50 32.33 34.50 39.50 60 1.83 2.M DIA M/ N 238 RAD 19.58 9.79 31.58 15.79 65 32.50 68 67 34.33 73 36.50 83
- 41. 0 120 60 1.83 2.17
)))))'))))j/ DiA 21.17 32.67 67 70 75 85 130 251 1'm 2'50 RAD 10.58 16.33 33.50 35 37.50 42 50 65 gg/4 NOTES: 1. Plants identified with (*) asterisk are standard plants. ggg, 2. To obtain respective Black Fox Station elevations add 581 gg feet, 10 inches to the elevations shown on this figure. 3C.A-100 14-020279
BFS BD)3 EED: 53 %) 2 D}'D2 WB2>2
%22A
>>E)M
>2M1 reDa ~
'^>* " ,1,E 0,,, wo EDD3
>D P)2 rG'WJ2 DD%
5DM>h ggg?pg
> n r s.
an>>a . - D2B>2 - " c
>>D>M - -
h)/>))/>$ K = 0.175 / gx K = 0.07 7 22
>IB)>3 m '
DDD>>3 WD>>>3 yysg))p; ('\ THERMOCOUPLE CONNECTION 8 0.19
>>D>>>3 >mm3 DD)2 ) NM _
(3) FLE XIBLE
) B ALL JOINTS
>>>m '. . s K
- 0.077 3}yggg- 1 i DM M V3223
$/$
oma >>D>P2 , A10.2
*SE E TAB LE
> >NM FOR VALUES OF A AND 8 FOR THE hMM)M 238- ' STANDARO PLANTS >DD3 >DD>2 >273>>>: >>M2 >>DD2 DD>>>>M h))h)D3 Figure A10.1. Safety / Relief Discharge Piping Detail SRV to First Anchor >>D>h3% S>>>>>D2 DE.3 14-020279 3C.A-101
H lilllHilHERilHERERREERRIElllHHHH f NOTES: 8 o
- 1. EQUAL DISTRIBUTION OF QUENCHERS IN THE SUPPRESSION POOL IS REQUIRED
" FOR THE FOLLOWING FUNCTION:
(A) ADS VALVES e (B) SPRING SET POINTS
- 2. NON VERTICAL LENGTHS OF DISCHARGE PIPE ARE LOCATED AS HIGH A80VE THE SUPPR ESSION POOL AS IS PR ACTICAL
- 3. SLOPE ALL DISCHARGE PIPES TOWARD THE SUPPRESSION POOL
- 4. TWO VACUUM BREAKERS ARE REQUIRED. ONE IS LOCATED AT LEAST 10 FEET ABOVE THE WEIR WAl.L. THE OTHER IS LOCATED AS CLOSE TO THE SAFETY RELIEF VALVE AS PRACTICAL
- 6. VX A IDENTIFIES RELATIVE VALVE LOCATION ON MAIN STEAM LINES sts,or t.m eso er.t poe' DRYWELL INTERtOR W4LL w
,. y a \ .. . i < . s . - . .- .., .., en
> :; - 3;p -- ar .sc y...* ., r ' :?. A l'7 r"'/7;; , , , , o ~
.,,s.n a; y / \ ::\)M .yn.. Oi s o e n
? .
s o o I!\)\:., rf ,- w..,
. ,., g y ~'
"1
,-q van d ,.,,, *>'""' *"
- l "TJf 'J '.
y i ,,, L"' *t a
- g 3.V.
.6 -
~l
!%'.'.y d y -) r,,
, JWV ' % ' .'i V] -c. ..
a.r
=. '
- e (s %.%
s.t. . p p. } . , i lm. 1 i i i I
,J , L, l
- t- -
2
.d. es...
q glg.. m f - l a go o;. ..
- j.-- p ...g.. . .. . . . . . ,
7, ooo
....-+.........--.-..........g-s.
- o. . ..L-- ... ... . . . . . . . . . .. e ...- ...
~ , .
J~
. ..< .1 o e a o .. t .
Figure A10.2. Safety / Relief Valve Discharge Piping Arrangement
1E111E1115181H11H1111R111R11H1H1H111113g 21* 45* 54* o o 4 , (7 CONTAINM ENT U e
; 2, d(O 0 eo '"
4 Oo , s
*s.
% a g s N
/ g CMYWELL O D.
N. / $ S
=
i 'l as r Ct) H % o W OtST ANCE F ROM CENTEFI OF QUENCHER ('n! IN f t. REFERENCE POINTIANGLE 00 90 180 270 36 8 45' 64 0 63 0 720 81 8 13 - - - - - - - - - - 12 16.1 18.2 23.2 29.4 36.6 43.9 50D 58.1 64.6 71.1 11 14.1 16.4 21.9 28.4 35 8 43.2 60 4 57.5 64.1 70.7 10 13.7 16.1 21.7 29.2 35.6 43 0 60.2 57.4 64.0 70.6 9 15.1 17.3 22A 28 D 30.2 43.5 50.7 57.7 64.3 70 S 8 11.0 13 6 19.7 26.2 33 6 40.7 47.9 64.6 61.1 - 7 72 108 17.2 24.0 31.3 38 3 45.1 51A 579 - 6 65 93 16.1 22 3 29 7 36.4 423 49 2 - - 5 8.2 102 to 3 22.4 28.7 35 2 - - - - 4 5.2 8.7 15.1 21.5 28 0 34 6 - - - - 3 6.1 9.3 15.4 21.7 28.2 34 A - - - - 2 99 12.1 17.2 23 0 29 2 35 6 - - - - 1 - Figure A10.3. 238 Standard Plant Distance from Center of Quencher to Pressure Point (ft)
BFS KT<<CC4 C(<<<<4 KC(CC(4 All.0 PARAMETRIC STUDIES The containment designer may choose to lay out the RVDL such that ( equipment within the drywell can be accoc:modated somewhat dif ferently than the GE Standard Plant. The app'.ication of the quencher data corre-(F(/(/q lation allows for some flexibility in the pipe routing within the p > ' ,,' previously identified constraints. Generally speaking, the greatest l'((((g flexibility exists in the routing of the air leg portion of the RVDL.
, Recommendations for quencher location within the pool and the drywell
('((((@ wall penetration location minimize the flexibility in the water leg W$$$$ ggj ,g portion of the RVDL. To demonstrate the sensitivity of the changes to f(CR4 the air leg portion of the RVDL, with all other parameters held fixed, EC(8M vggere Table All.1 has been get.erated.
/g q q W($ $g The basic data correlation equation shown in Section A12.6 can be used by ggg/
E(($d the containment designer to determine quencher design value bottom K E CC4 [4fgg{4 pressures for plant unique configurations. After the bubble pressures ETEN have been determined, the procedures for determining suppressien pool Effd(d g((((f((4 boundary loads identified in Section A.10.3 should be utilized. EC<<1 s 14-020279 3C.A-104
BFS
$55EN $lM?ds Table All.1 $$2>3 p,g3 QUENCHER BUBBLE PRESSURE SENSITIVITY TC RVDL AIR VOLUuS $h2M ik'Sp'RB g) ppg Bubble Pressure (psid)
RE First Actuation Subsequent Actuation h[82M)]
;,,gpy; Air VolumeMaximum Allovable pgjy;g (ft3) fijo at ion sg40 pipe P+ P- P+ P- @@)2 !!'!'Rai ggg),] 40 1.0 9.9 -6.7 20.9 -10.4 D'B M m'371 ))y@,j 44 1.85 10.9 -7.1 22.9 -10.9 EI?]N >>292 fffgg')') 48 2.72 11.6 -7.4 24.2 -11.2 >A921 2PD>>') $JJS3 52 3.60 12.6 -7.8 26.4 -11.6 >'}I5)>>>>? >2M1 ll3>3E} 56 4.45 13.6 -8.3 28.4 -12.0 $1%%M EN32 EN$N} 60 5.35 14.4 -8.6 29.7 -12.2 Ein2 N'5:$$$ $$E M Standard Conditions:
GE)%8 E!!E3 b'M33 Steam Flow Rate (in.) = 520 metric tons /hr D'&'h>N BT M Pool Temperature (T ) = 100 F (first actuation)
$)pJ)}$$ . 120 F (subsequent actuation) 'EE@2 b>3M Water Leg, WCL = 17.8 ft (5.42 m)
W)N)2
>>>}3M Valve Opening Time, VOT = 20 msec. >D))MA #2333 D)}/))32 Quencher Submergence, SUBM = 13.92 f t. (4. 24 m) b 1 Blis h3)/))))
3C.A-105
BFS CJh'E;j A12.0 BASIS AND JUSTIFICATION FOR DEVELOPED QUENCHER LOADS Dlb23 2'AM MsSMM A
12.1 INTRODUCTION
h'S)))M ima b))32)))))] To assure that the containmcat loads resulting from S/R valve discharge j phenomena are conservatively low on Mark III containment, General Electric DP35) recommends a special discharge device in the S/R valve line discharge in MSIPW pyygj the suppression pool. The device selected is called a " quencher." This @M)))2 device has been designed for application to pressure suppression contain-PR ETR .gyg ments based on a series of small and large scale tests. The quencher
/' > arrangement is shown in Figures A4.1 and A4.2 and has been scaled directly p3gg from the large scale prototype.
M I M' 5 M 2'JD'M s))3))py This section describes the basis for definition of the " quencher" per-ENN formance in Mark III Design and Section A5 presents the resulting contain-M2b'2?2 }) ment pressure loads for the standard 238 plant. Included in this report g g is a test description and a su= mary of test data upon which the quencher
>>)))))))3 design and performance are based. >>N)$}$
14-020279 3C.A-106
22A4365 Rev. 2 EC(CCC< TCC
!<<<<M
<(m K4!tKC4 kYY
==.4
'C N M (M8 CGM K<( M 4
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;<MZ4 126M BMfM CC@rd (4i!W14 EGs4 kk b KSi'd W<tM EMiCG E<<4 KcdE<4
[E<(G ggg SECTION A12.2 CONTAINS GE COMPANY PROPRIETARY INFORMATION '<CC<<G PROVIDED UNDER SEPARATE COVER Mtfd EtsW4 Ett?S EMIC<< MM EGM kYkk ca m e l'11 M G MEG M E4 RMtB ETM EKEG LC(4rra rdsEE KGG WC<c<4 LCCM f(MG KCM 14-020279 3C.A-107 through 3C.A-124
BFS M M Al2.3 PIIYSICAL PARAMETERS
,g m
M g , Due to the complexity of the phenomena associated with quencher perform-M ance, it was not feasible to conduct the quen.:her tests such that the W))] g effects of various parameters on maximum bubble pressure could be studied E>d3 one at a time. For instance, consecutive actuation of a safety / relief h3D3 g)yy valve changes the local pool temperature, pipe temperature, velocity of h))2i the water colu=n, and mass, temperature and steam content of the air g]?)) column. Each of these changes will have an effect on the peak bubble N))3 pressure, but only the combined effect can be assessed from the data. M g It was therefore necessary to identify the important parameters phenomeno-N logically and then detemine the influence of each parameter statistically.
)))M M
N The following sections explain the reasons for choosing the physical SM b)')), parameters that were used in the statistical analysis of the first actu-f ation data. As far as subsequent actuations are concerned, only the RW maximum peak bubble pressure for any series of actuations is of concern. M g
,g This maximum peak was correlated with the peak of the first actuation.
D2@l M g
, A12.3.1 Ienortant Parameters ))))']
bl5 g A complete list of parameters which might have minor effects on peak D3 bubble pressure would be very long. It was therefore necessary to identify D>'A x the most important parameters and include the rest only if they were found to be statistically significant. The selection of important
))))) parameters was done by phenomenological considerations as well as the (f qualitative observations discussed in Section A12.2. Figure A12.3-1 b))))] shows the interaction and interdependence of various parameters influ- !>>3 py encing quencher clearing. $))b 3C.A-125 14-020279
BFS E'd@ ('((((fg3 A12.3.2 Overview of the Phenomenon YT M K4 F'TCCG E46? Mfd Since the peak pressure on the pool boundaries is the main concern, we W<(<$ must first look for factors that influence containment air clearing ggggg EffC4 loads, i.e.: fET(4 EM ITEM (1) number of quenchers discharging air simultaneously; MIE(d E(@ffd
% , ,,$ (2) bubble size ; and $W$$k $N h3%Q (3) peak bubble pressure.
WM f;, Peak bubble pressure depends on the number of bubbles originally formed ET'4M and their distribution in the pool. The same factors also determine the final shape of the bubble. Thus , the ef fects of shape of the bubble are ETf((4 included in the bubble pressure. Ed(8$$1 M(T4 KMM A12.3.2.1 Number of Quenchers [(CT(C4 EM EES As discussed in Section A12.2.1, increasing the nu=ber of quenchers has C<<M [(qqqq the same effect on the peak boundary pressures as reducing the size of the Efff< pool. The size of the pool must be judged by the size of the quencher; (<('< <4 g(((((q(< therefore, pool surface area per quencher (Ap) divided by the area of the f quencher (A q = the area of the circle that circumscribes the quencher) ( (((4'(((4 is an important parameter. The influence of this parameter would intui-( tively be expected to diminish as the value of the parameter increases.
<<<a MCM A12.3.2.2 Bubble Size gggg4
- <<<<(<4 E<G For a given peak bubble pressure, bubble size depends on the mass and the g((qqq ET'd< temperature of the bubble. Since the bubble is essentially at pool (N(T(NG g(qgg< temperature, one of the important parameters is pool temperature (T )y .
WKK< ?<<4<<4 55{$5TI 3C.A-126 14-020279
EFS
- (((<((4 b Assuming constant initial conditions in the discharge line, the mass of
[(C((T(< ( the bubble is proportional to the initial air volume in the pipe. Since g ggg the air is spread ovet the quencher area, the important dimension E(($Td4 becomes the height of the bubble, which is proportional to the initial air (({Ed( volume (V )/ quencher area (A ); hence, V /A becomes a key parameter. A q A q t<MC(4 g(ggg4 A12.3.2.3 Paak Lubble Pressure E((((($ recc<<< [(g(/g((4 Due to expansion and heat transfer to the wetted curface of the discharge ED pipe and contact with the suppression poel water, the air is essentially [((((Ed [g((((@ cooled to suppression pool temperature. Therefore, for a given air mass, I the peak bubble pressure depends on:
~
==( (1) bubble shape, and =a, f<<CT<4 (2) mass Ilow rate. gg EC(i$ IElte' d(4 74(gg(g4 A12.3.2.3.1 Bubble Shape K<<<f4 K<<<<< g g Bubble shape refers to the outline of the bubble at the completion of the (TfC64 air-clearing transient. For a given mass flow rate vs. time, the shape of KtC<<<4 gqq(((q the bubble is strongly influenced by the quencher area, the distribution EE4 of the holes on the quencher arms and the manner in which the holes are MT<((4 (((((((((4 uncovered. For quenchers that are gecmetrically similar to the large-(( scale test device and have comparable air-clearing dynamics, the bubble f((((((((4 forms a flat circular cylinder. The dyna =ics of a flat bubble depend strongly on the thickness of the bubble and is reflected in V IA
- AQ 3C.A-127 14-020279
BFS 5(EC(4 [(((@T[d A12.3.2.3.2 Mass Flow Rate ( (({CTT@ For a given quencher, the mass flow rate of air into the pool is determined [((@@ r(ggg((4 by the dynamics of the air-clearing transient, and the degree of mixing of E@NN air with water and steam. Since steam condenses almost instantly upon E@@((4 gq{'g((4 entering the pool, mixing of air with steam or water results in more gradual introduction of air into the pool (i.e., lower mass flow rate of
' ((((f
{ air and, therefore , lower bubble pressure) . However, systems of similar
?
[T(M((4 f geometry (viz. , simple discharge pipes of large L/D) have comparable degrees of mixing. Thus , for a given quencher and a given air temperature , f((f((4 the mass flow rate of air depends on the discharge pressure which is a gg4 f((TC< function of: EE(M ET((@ ETTCTS (1) the length of the water column in the discharge pipe;
$(4(Ck <<t<<
ETCCM (2) air volu=e in the discharge pipe; and (<tW<(4 C((CCC< ETTCT4 (3) steam flow rate from the safety / relief valve. [#TC$ KCEC4 EEU For a given steam flow rate, the length of the water colu=n, which is
- <T(4K4 g((((4 normally equal to quencher submergence, is the main parameter affecting
$555EM the peak pipe pressure, the air discharge pressure, and the velocity of KC<(((4
((((((((<@ water as it clears the quencher arms. The faster the water is expelled from the quencher arms, the faster the holes become available for air [(((((4 flow. Since the air flow rate depends on discharge pressure and on (Kf!"K4 opening area, the length of the water column is a parameter that affects g(g{q (CET(4 the air flow rate and, therefore , the peak bubble pressure. ET(TTC(< (CCCC(4 $(E($ The air volume has already been identified as a key parameter; however, it ES($$ gg(qq should be pointed out that the effect of increased air volume in this case IdTEC(4 is to reduce the mass flow rate and thereby reduce the peak bubble [(<CC4 E(te KCC<<4 f((CE4 3C.A-128 14-020279 ggggg(q
BFS REC (4 CT <K4 prescure. This is in the opposite direction of the effect of V A A q (f, which was previously identified. In fact, as the air volume is increased, (({(((((((< these opposing effects eventually cancel each other out. [d(EM KCC<G (4d((( It has been determined from the numerical solution of the air-clearing wh > problem for various steam flow rates, that the discharge pressure is pro-E{T([4 portional to maximum steam flow rate ($ 8) to a power of approximately EC(f4 0.7. g(gqqqq ffC W CCT('<<< {g((({g The air flow rate (or steam flow rate) is converted into a mass flux to be ENTI4 suitable as a physical parameter. This is done by dividing the mass flow
$(Ed(4 l(((q(((f rate by an area such as quencher cpening area (defined as the total hole IIII(I# area). For quenchers of similar geometry, the opening crea is propor-W<<<<4
[(((fs(q tional to the quencher area (A ),q and therefore, bubble pressure becomes
, a function of the mass flux across the quencher area (Aq ). To s a rize,
[((q((((( air mass flux depends on Vg , (m }/Aq and the length of the water ERCT('4 ggg e column, which is nomally equal to the submergence of the quencher. ((MT4 r(Ct<ta ggg Since the maximum steam flow rate occurs only when the valve is fully open, C((T'((4 valve opening time must also be considered as a parameter affecting peak KCTTC< v feg bubble pressure. However, as long as the valve is fully open before the x\ < water column is expelled, valve opening time does not significantly KCC g(((T<<<( affect peak bubble pressure. E<<<q(4 <<
<' A12.3.3 List of Parameters C
((((((((q
<<<<To su=marize, the following main parameters were identified as the ones
- that significantly affect the peck boundary loads : (1) Pool area per quencher / quencher area (A g /A q ); KTR(< KCCCT< (2) Pool temperature (Tg) ; 3C.A-129 14-020279
BFS ETYd KCff<4 [4ggg (3) Initial air volu=e/ quencher area (V /A ); A q M5(i MMM . [(fgtg (4) (Steam flow rate to the power 0.7)/ quencher area (m,0.7 /Aq); I$Ef(M M fd ['d$tg (5) Valve opening time (VOT); and (6) Lengths of water col'm:n (WCL) . ETE4 K<CC14 x( Other parameters fall in one of the following categories: a< : fE4fd9$ (1) Parameters which, within the range of the data, did not seem to W4M [((4gg4 have any effect at all on the boundary pressures, such as initial EEE air temperature, eccentricity of the quencher relative to a Nf!M [g(gf circular pool, and distance of the quencher from the bottom of EN the pool (with constant submergence). K@EC4 (CCCM EENkTI (2) Parameters which were properly scaled for all tests (except for ECT(@t ((((g((4 a few miniscale runs) and held constant in GE quencher design. These include all important geometric properties of the g((gg quenchar, such as arm length and diameter, size and arrangement of the holes, and quencher area. way4 KCM (31 Parameters that t ecome important only for subsequent actuations gqq EfCM (e.g. , pipe temperature and water velocity prior to valve MK4Ef gggg(< actuation 1. The combined effect of these parameters is II$N(4 accounted for by the use of a statistically determined multi-ME49 gqqqq plier applied to the first actuation loads. 'C<4C(4 KCEtte @g((qq A12.3.4 Effects of the Parameters (<<<<'(4 KC<<<<4 [(((((4 Each of the parameters identified in the previous sections affects the peak bubble pressure, sometimes in more than one way. In what follows , E((@{(4 these parameters and their ef fects will be discussed in more detail. , ET(((sT< 14-020279 3C.A-130
BFS UW RW A12.3.4.1 Pool Area Per Quencher / Quencher Area % / ) remi (G M f(Ef4 This parameter begins to have an effect only when a large number of relief Il05E@d gg g valves is actuated simultaneously. The role of this parameter is to E6fiffs empirically account for wall effects and for the combined ef fect of
$9 E M ggc{q multiple relief valve actuation.
Mfd NM(4 ('d'{(g(g A12.3.4.2 Pool Tcmperature (T g) (die 45$'42
$y'/< y/
3'fgg Part of the energy absorbed by the air column during the compression I process in the discharge line is lost by heat transfer to the surroundings , ['@'E's'< and the remainder enters the bubble. The magnitude of pressure oscilla-tions in the pool depends on the energy contained in the bubble. There-l'#Ef 4 fore, for high heat transfer rates, the magnitude of the pressures will be EM low. gg,g- The heat transfer rate depends on the pool temperature and vanishes 5E4(M when the air temperature becomes equal to pool temperature. The pool NEid temperature, therefore, establishes the lower limit of the energy con-ggggg EdfdE4 cent of the bubble at the end of bubble formation process. In other
@'Iff'@
gg4 words, pool temperature af fects the so-called " bubble formation [TTO efficiency" and, thereby, the peak bubble pressure. MM EE4
@US$'6 A12.3.4.3 Air Volume / Quencher Area (V /A ) $G M A 9
- '4 MC<
E E4 The effect of air volume is rather complex. On the one hand, the air fESG EQ{'{fj column serves as a cushion to provide a low pipe-clearing pressure; on
)- , the other hand, more air means a larger bubble, more energy and higher M'@ ( peak bottom pressures.
KC' M G E<CT4 EM'($ The fact that very small and very large V^ both lead to negligible pressure
?MW4 gg changes on the boundaries suggests that peak bubble pressure must increase
[4M'4 with increasing air-volume, reach a maximum and then decrease and asymp-ETEE4 ggg totically approach zero.
$$5 rM M ETE 14-020279 3C.A-131
BFS E(<dM W4M
,. The strong influence of VA/Aq on the peak bubble pressure implies that R'(s((((((4 the thickness of the flat quencher bubble is indeed its characteristic length. This indicates that the bubble expands and contracts mainly 57(((($ in the vertical direction as a one-dimensional spring-mass system. !$MQ KCCCC4
[T(CT(4 A12.3.4.4 Steam Flzw Rate and Valve Opening Time x Mf(TC5<1 The discharge pressure increases with steam flow rate. Since the air flow EN M f rate, which is proportional to discharge pressure, affects peak bubble pressure, the latter must also increase with steam flow rate. EWW MM EM4 Condensation of steam on the walls of the discharge line has the effect of ERM [(((((((((< reducing steam flux. Consecutive actuation of the valve increases the discharge pipe temperature causing a reduction in the condensation on the [T((((4 pipe walls. This partially explains the increase in uubble pressure with h f repeated actuation. [d%%% 44 KWS,g ggg,g Valve opening time affects the variation of steam flow rate with time. MM However, once the valve is fully open, the flow rate remains essentially STE(45 gggegg constant for the remainder of the air clearing transient. Because air-MECT6$ clearing occurs af ter the valve is fully open (in the range of practical E@M gqqq values of valve opening timal valve opening time does not significantly E55E(4 affect the mean steam flow-rate or the peak bubble pressure. K< M NM A12.3.4.5 Length of Water Column (WCL) E@fd< K"K's
) The length of water column is the submerged length of pipe to the center
[CTE(4 of the quencher. The peak pipe pre.ssure and, therefore, discharge Nkd4 pressure are both affected by the length of the water column due to the gg KCCC(4l longer time required to accelerate and clear a large water mass compared W<@
- GM MdB
'<<m KT6<<4 3C.A-132 14-020279
BFS $((((4 [(C(((4 to a small mass. T*- duration of the clearing of the quencher ar=s depends on the volumetric flow rate of water, which also depends on Ewatercolu=nlength. The discharge pressure affects the air flow rate. KC(K4 Therefore, WCL affects air flow rate and, thereby, the peak bubble pressure. KTE<<4 Another factor which depends on WCL is the wetted pipe area available for f [((((((( cooling of the compressed air during air-clearing. This wetted area, of (III course , increases with WCL. This has the effect of reducing the energy ( '( that enters the bubble and tends to counteract the previous effect of MC<<1 WCL (Figure A12.2-8) . g 3C.A-133 14-020279
BIS MASS m OF AIR - gg d AIR FRESSURE ANO TEM-VOLUME PE R ATUR E BUBBLE WATER k['(dN@ i 4 % TE MPE R A- 5 TE MPE R A-gg'(g TLRE TURE M'(((T4 CONTAIN. {gg MENT LOADS I bkkNY< OUENCHER - OUENCHER gj((' p (
,'<(4 qw BUBBLE BUBBLE PRESSURE i GEOMETRY AREA N
NN,yh,yyfg N9 If SIZE CONSTANT
'\ + V IME I
- PIPE k(NNk4 ,
m BUBBLE , ('(/q'{gg P R E SSU R E MASS OF AIR AND +
'(N(k
( BUBBLE TEMPE R A.
'g'( (( r 3
TURE CONST ANT ARM E^" gg E v0LUME ((k(((k NUMBER OF g'f{'gg{g OUENCHERS
' s<<
t " (kkfp 4 W AIR MAS $
- 7 DISCHARGE PRLSS. AND '
Lt MTH OF WATER ya,ygg/g%,df x\hw FLOW R ATE TEMP- COLUMN BUBBLE TEMP , hkkkM' CONST AN T
'((((((( M A XIMUM RE ACTOR
('g?f((('f'g ARM CLE AR- STE A M P R E SS U R E iNGTIME FLOW ypps,%wy, sNWN N9 IM ASSI FL0W ARE A J b AW<e N VALVE [(('((('$ ( 0 0PENING
$(k$k$(d E<t M ,
KC M G k kksk 8U88LE % iN1TI A L
'kkkk s GEOMETRY AIR m
CON 01TlON5
$\Y$$
WE!4 RK4W
'm
( , CISCH A RGE N'N M$ g' ' % LINE GEOMETRY r<<<<4 NC<<<< L<<TC(4 s
'{/((/(/A74 '
~_ QUENCHER m OUENCHER GEOMCTRY '
AREA
% S'/ ' WATER SURF ACE TO
' k'dM (N C QUENCHER
('((k((d ' VARY WITH SUBSEQUENT ACTU ATION AREA ggg et = CONSTA NT A ATIO EECC4 Fipre A12.3-1. Relationship Of Key Parameters 14-020279 3C.A-134
BFS TC<<@ K<<<@ K<<<TCt gq(qqq(j A12.4 CORRELATION OF POSITIVE AND NEGATIVE PRESSURE PEAKS
<<t(E4 !<TdW g(((g Despite the complexity of the bubble dynamics for the quencher, a simple
($dEM correlation exists between the peak positive and the peak negative bubble (q pressures. This correlation is based on the principle of conservation of f energy and has been verified against the test data. me<< bh The correlation provides a convenient means for determining one of the K((@(< peak pressures, provided the other peak is known. Being quite general, fE4KC4 gggg it is applicable to bubbles of any geometry and pressure, regardless of KT(fE(4 the initial conditions in the discharge line, first or subsequent actua- [TEEC4 vggg, tion of the relief valve. Kt%4(% fM4 gqg g A12.4.1 Development of the Correlation [CT(d@ KCCC4 ggggq< Consider an air bubble of arbitrary geometry with a volume V and pressure (TEISM P- {same as local absolute pressure) in thermodynamic equilibriu= with the
- h KE(C(CC:
(((({4 surrounding water. If the bubble is compressed to a pressure P co rre-EEEEN sponding to a v> '.u: e V Eg((4 min and then allowed to oscillate, it will act as a
'(q(((((< spring-mass sys - Jhe pressure will oscillate between P and P IENO and the volu=a vill oscillate between V and V .
K/[{((((< min max KSt<@ KT<<<< g,g gg Conservation of energy dictates that the minimum pressure must correspond E@C(f to the m M mum pressure in such a way that the energy received during the MT$T4 g ggg compression is equal to energy transferred during the expansion, using E<T M the equilibrium state as the reference state: KC(C(4 r(<EE< kh " comp exp 3C.A-135 14-020279
BFS ET<Td KCCC<f3 t< <<t< ((((((< or K'<<C(C4 f(CCC4 NI(II V V ('(((('('(4 min max ({(4s PdV = - PdV (A12.4-1) f(E&4K< tE [ddE< o o WW2 K<<<<4 Ed[(T(4 Assuming the con:pression and expansion processes to be isothermal, the E$E@ following relationship between P and V exists: gg(qgg(< fMK(4 WK<@ [4E(4'$ V P = P, V t<%M K'<<'<<4 g(((((( vhere KCCC@ EC<t<< [(((((((4 P, = absolute surrounding pressure ; ERC4 K'<<<4 E((((('4 V = initial air volune at P~ =P'" ; t<<<<C KCC'<f4 ICC(CC4 P = instantaneous bubble pressure; and MCCCC4 KCC(4
'(CE'(C4 V =
instantanonus- huSHle. volune.. EC((4 tC<<<C(4 ICEC48 Raarranging: EECT4 KT(4K4 E M CCC P, V K W (4 V " P K(CC(4 TEE 4 EMC< and C4M1 K6tC4 E6K46 P, Vg dp f('(Q$ dV = 2 (A12,4-2)_ E('4E4 P NEE 4 E'C(C(4 MEC4 LC(Cr&G 3C.A-136 14-020279
BFS [$((d($ E((NITd Substituting in Equation A14.2-1 we obtain: [ << ' L P P KC4KC4 max .ap min ap P (( - P, V, p = - P, V p-PV in p m< = = C<<<<<4 ( (( p p ENII'4 V in " ~ K(((((g( = -P
= o
= -? V in P = o P gg =
min W8 gg which simplifies to: KC(4C(4 KCCCG P ttK(<<4 eax "
=
ECCC<4 P P
= min
[(gggg(4 ECM rdm4
, EM r<M<4 -
ECCd4 2 g((<(<< P ,,x Pm1,= P (Al2.4-3) KCC<4C4 r<m4 WEE 0 M((((4 Por the case of interest, P+d sP ds - = P,2 abs EC(C4 t<<M KE'(4 where
$$Tfdid WK<<4 ~
[M(((4 b* = minimum absoluce bubble pressure, and P KCM4 [C((<<4 Et(((C4 P = maximum absolute bubble pressure. (<$$$(4 t<<KM4 Ed4E Notice that th.'s relationship holds for bubbles of any shape and is not E((d6 gggqq limited to spherical bubbles. Furthermore , any energy losses that will
.f'5N4 occur in the real case vi.11 tend to reduce both P max and P That the
[T(TC(4 min. gggf process is properly considered isothermal is demonstrated by comparison Ed M to data. X%% 3C.A-137 14-020279
EFS E(EM ~ (@f(f(((4 In terms of gauge pressures (P+ and P ), Equation A12.4-3, by simple kh(b algebra, takes the following form: KRC(4 ggg4 P - = P+P,/ (P+ + P,) (A12.4-3A) K<4'4 C t'& t<4 gg fqf A12.4.3 Comparison with Test Data (CE<<f4 KCTCC'(t 'gg{((( Figure A12.4-1 shcws a comparison of minimum absolute pressures predicted ETT(IIS< by Equation A12.4-3 and the actual measured values. Seventy data points ETEdfE [(((((((g from small-scale and large-scale tests have been plotted, covering a wide b hf j range of parameters. As can be seen, the agreement is quite good, indi-
'f(((f(( cating that the combined effects of irreversibilities result in actual bubble thermodynamics which are very well approximated by a reversible (CECC< isothermal process. $EdM r(<tT4 T(T(TC4 Notice that large values of negative gauge pressure correspond to small (f<<<<<4 ~
ggqqg(< values of P h* The Predictions for ENR's will be in the lower end of the ET(CE@ 45 line where the model gives conservative results. KCC<(4 3C.A-138 14-020279
BFS E<<<<4
?%<<<<<4 khk< " ~
K< m K<K<<'A KCCCC4 EC(CCC1 oa W<(M< 5 0o K<<<'22< a o RECC4ii - # EC<<<4% a - K<C@ e u f0 gma 1.o - oo a (<<Tf(4 $ K'(C G 2 a SMALL SCALE 6 m WCL I 7 SMALL SCALE. 4 m WCL NE($(C< O LARGE SCALE. FtRST ACTUATION c LARGE SCALE. SUBSEQUENT ACTUATIONS K'(<d4 ('c M 4 E [('g(q(q((q< o.s o.s I 1.o I , is 2.0
-;(((((q PREDICTE D P~ , (barl K(<W Kt<<<<4 f(C M KCC'CC4 K<<(t<4 MCCC(4 ECG E<<C#
- ECCT4
.CCCTCG ;(T(f(4
- <CR4 K&%%4
'<4K<4 g Figure A12.4-1. Comparisca of Eq. (A12.4-3) Predictions with Test Data 14-020279 3C.A-139
BFS EdT(4 A12.5 DEVELOPMENT OF THE DESIGN VALUE CALCULATION METHOD Kt(<@ . ned A12.5.1 Introduction EMCT(4 ECG ESTN It is desired that design values be csiculated so that, with a high EE4ki g((g(((4 confidence, a high percentage of actu4 values of maximum positive EINEI4 pressure (MPP) and maximum negative pressure (MNP) will be less than the corresponding design values. The general form of such an equation, when m,g4 g ee based on test data, is to first calculate a predicted value, then add an (' amount which is the produc of a confidence coefficient and a value g4g(gg, which covers the uncertainty and variability in the test re s ults . Edd M &(4 g'ggg4 It is noted in the test data that subsequent, sequential actuations had [' TEE higher MPP values than first actuations. Accordingly, equations are pro-iMMf( ((g/g4 vided for predicted values and design values for MPP, for both first and kTETE4 ECEd@ maximum subsequent actuations. An equation to obtain MNP values directly [({qq fr m MPP values is also provided. $)) gv (C<<W4 ' '< <<4 C E'(("g A12.5.1.1 Objective ((TEM Kc4<<<< ('((((4 The objective of this section is to develop the method for calculating the design value of maximum positive bottom pressure (MPP) and maximum (<'ET4 negative pressure (MNP) at the 'uencher and on the floor imm-diately KCET(4 gggg< beneath, in the suppression p.,ol of a BWR plant containment, due to
$TECCC oscillation of the air bubble discharged i==ediately after safety /
((C<<<4 gqqq relief valve actuation. The passures are maximu=s over the oscillations. kTE5($ MPP and MNP are differences above and below the absolute pressure at K<(C44 (qqq quencher elevation, where the absolute pressure is due to atmospheric and ESE(4 hydrostatic pressures. The generalized bottom pressure load cases of L'((G ('((((<$ interest are as follows : EsEC(C4 bkNdk (a) o R&((@ first actuation of one or two valves (100 F suppression pool); m%ib, h (((((4 (b) first actuation of three or more adjacent valves (100 F suppres-KKKK(d< sion pool); 3C.A-140 14-020279
BFS Ed(((d o ((((gf (c) first actuation of an ADS valve (120 F suppression pool); and ( ( ERC< (d) subsequent actuation of a single valve (120 F suppression pool). MM C<<Rf4 [(T@iid Water surface area ratio distinguishes generalized load cases 1 and 2. E(C4 Similarly, the effect of water surface as well as pool temperature dis-(epry< 6 sw tinguish case 3. Generalized load case 4 must be distinguished because ('(((((( it was found from testing that the highest MPP and MNP occur on the second EC( EC or third actuation of a alve, subsequent to the first actuation, when
?K' <<4 g(q((((< the valve is discharr. equentially vita closure times of from 5 seconds $$(NN to 1 minute. This c :sistent pattern for the maximum subsequent actuation
[(T(T4 [(((((((4 is shown in Figure. '12.5-1 and A12.5-2. Accordingly, design values will be found not only for the first actuation but also for the max 1=um of T(W(((1 subsequent actuations. Id(d CC<Ct(< KTC(((4 A12.5.1.2 Criterion [(AT((4 ECC(<<< TCTM'< The design values are to be such that there is 100 % confidence that at Y [(KM('d -(qqq,g least 100(1 - a)% of actual plant MPP (or MNP) values will be less than g [C<fff((< the design values. Values for 100Y : (confidence value) and 100(1 - a)% [4[({T4 gqqq(f4 {the percentage of the distribution of individuals) are both 95%. ((TT4ff MWKK4 g((((44< This criterion implies that, if we should have complete knowledge of the $$$Yks distribution of actual MPP values, we would set the design value such that ETs((C4 '(((q((((< 95% of actual values are less than the design value. But the criterion further recognizes that, since we have but a finite amount of data, we ((((f((@ must estimate that upper 95% point; but we will do so in a conservative manner such that we are 95% confident (100 %) that the true upper 95% K<(T((4 point lies less than the one established. 3C.A-141 14-020279
BFS
$$((@
[(('(((((g4 A12.5.1.3 Data Available E<<<4 ifMK4 [((((KG The development of the design value calculation method for MPP is largely
'- empirical; that is, based on the analysis of test data. Theory was drawn
(((s'(g4 upon to identify variables of potential importance in prediction, and to normalize some variables for scaling differences amont the three sizes ,f ('((f((4 test equipment. The design value calculation method for MNP, however,
$CT(@
g(g g uses a relationship to MPP based on theory and confirmed empirically, as @'ETC(< described in Section Al2.4 and A12.5.14.2. x ( 5#TI($(I One hundred sixteen data relevant to the plant quencher configuration iTI((d
'((((4 were chosen from testing in three sizes of equipment, as follows:
it<CC4 ECM [((((qq (1) First Actuations: W$$ (CECC4
'(((((4 37 data from large-scale testing 70 data from small-scale testing
'C'((('((f 9 data from miniscale testing
[((TM 116 g4 t<<<<'<c4 KET(4 (2) Maximum Subsequent Actuations: ggg ETM4 CECW 10 data sequences from large-scale testing. gqq(44 E(T(4 MW [((g(4q A12.5.1.4 Strategy of Statistical Analysis K'<<M VECC4 [((((((( The design value calculation method for MPP is the result of a statistical analysis of the test data, conducted according to the following strategy: reu<<
'G GK<<<
gg (1) Identify the measured variables of potential importance in dK(((C4 prediction. L%%<4i EEC('d [(M< (2) Normalize some variables for scale dif ferences among the three test configurations and for application to the plants. 3C.A-142 14-020279
BFS EE [TR(4 (3) Determine the sensitivity of MPP to each variable simultaneously, in a prediction equation linear in coefficients estimated by ESTTC$ multiple linear regression (curve fitting), thus maximizing the [d(N [(((gg((4 amount of data used to estimate each coefficient. Retain only IN N terms which make a statistically significant reduction in the (( (/ variability of the observed values about the predicticn surface. CC'(C# (<GM4 g((((((j (4) Predict the first actuation MPP for the plant using a composite E($ prediction equation comprised of the large scale mean MPP and a ( ( term for each variable which adjusts that mean from large-scale mee4 conditions to plant conditions. The coefficients were estimated g gfg [((T((4 on large, small- or miniscale data, depending on whether the KCCCT4 gg variable was actually varied in that data. Accordingly, it is (It'EM assumed that the plant quencher configuration is sufficientiv EEd g(gg similar to the configurations in the three tests that, after 5T(EC4 normalization of some variables , the sensitivity of MPP in the ITE(4 (((/(g(g plants will be of the same magnitude as observed in each test. ECET4 Where possible, preference was given to selecting a coefficient [(ITI(Cif g' (gg esti=ated on large scale data, because that test configuration EE4E4 ed a quencher of physical dimensions near those of the KTE'C(4 (q(((g quenchers used. KTMC(4 KT%'(T4 (((((64 (5) When called for by the load case, predict MPP for maximum subse-(M54$ gg quent actuations from the predicted MPP for first actuation. Id(TM KMM (61 To account for the uncertainty in estimates of coefficients and gqq ITM(4 for the variability in individual values , find the variance of '4EM('4 g(gqqqq individual future values for plant conditions. There are two EdE4 contributions to this variance: (1) the variance of the pre-Edd4(< g((({4 dicted value, and (2) the variance of individual values. 3C.A-143 14-020279
BFS [E(TCId KTCM [((T(((4 (7) Find the design value for each bottom pressure load case. The design value equation consists of the predicted value plus a K(((((4 confidence coefficient times the standard deviation futura values. $fM4 ( ( A12.5.1.5 Glossary r E C(C4 MPP = Abbreviation for maximum positive pressure xt<<< EETIT4 MNP = Abbreviation for maximum negative pressure K(TC(CG WKKT4 NEd MPP1 = An observed value of MPP on a first actuation
- (CCG RKCC4 MPPQ = An obse.rved value of MPP on a maximum subsequent actuation E(M4 MNP1 = An observed value of MNP on a first actuation ne<<<
ECC<<4 ggg MNPQ = An observed value of MNP on a maximum subsequent actuation E<M KCCM PRD1 = A predicted value of MPP on a first actuation
;ggggq EET4 ff<<<<4 ggq(gg PRDQ = A predicted value of MPP on a maximum subsequent actuation
[M(T< KMK4 ('{4q4(4 PRN1 = A predicted value of MNP on a first actuation ECCM EC<C<< K( M (4 PRNQ = A predicted value of MNP on a maximum subsequent actuation ETMd KC(C<<< f(M(4 MPPDV = A design value for MPP KCd(CC(4 [<<<<<<4 E((@d MNPDV - A design value for MNP EM4 3C.A-144 14-020279
BFS
$iN$N lf<<<<<4 (C'<<T<T4 ggqqqq A12.5.2 Design value Equations for Maximum Positive Pressure and E(<TT(4 Maximum Negative Pressure
\x ETTE({< Implementing the foregoing strategy, the design value equation for MPP TTC<T(4 7(q((q(q appears in its basic form on the first line of Table A12.5.1. That table ME goes on to give all subordinate equations and terms, and the design value Y<M<t f{(((((((( equation for MNP, together with the succeeding sections herein where each T(TTI(I equation is derived, or each term evaluated. Thus , Table A12.5.1 serves IffECT4
'('(((((@ as an index to the development of the design value equations for MPP and MNP.
m<<<4 TE<<<<4 gg A12.5.3 Derivation of Equation for MPPDV (Maximum Positive Pressure f4EKd(4 Desien Value) EWS ET<<W ESI((T(4 MPPDV = PRED + - CONF x SIFV EE4 f(<TC'<< EET(( where ECTE(4 KT M IIATxT($ MPPDV = the MPP design value in bars difference (bar d); EE4 KTC<<<4 TITTT< PPID = predicted value (bars); E<('<<<4 KC<<f6 E( E CONF = confidence coefficient; and TJE<<@ ECC4K1 i(WM SIFV gg
= standard deviation of individual future values (bars).
E M s59 KCTC49 gg This equation reflects a standard statistical relationship, when a design [(ME8 value is to be based on a predicted value plus an allowance for statisti-C ' @E(CT4 gggg4 cal uncertainty and variability, implementing the design value criterion EE(<4 stated in subsection A12.5.1.2. Ed4f4 K(<<<<< E<C(1 C<<<<<4 E(4(E4 3C.A-145 14-020279
BFS KECC< t<<<@ EETC4 A12.5.4 Derivation of Equation for Predicted Maximum Positive Pressure [( (PRED) M [fg((4 PRED = CMSA x PRD1 KtCCG WW45 (CCCC< where f(C(Ct&4 SECG Eh'(T4 PRED = the predicted MPP: E(Tdd KCC;<< IITN CMSA = the coefficient for maximum subsequent actuation: E@M KC<<(4 E5EE($ For first actuations, CMSA = 1.O and PRED = PRDl. EN((42
'(((g'((((4 For maximum subsequent actuations, CMSA = 1.744 and PRED = PRDQ.
KT M ttK4KC4 PRD1 = the predicted MPP for first actuation. ET(@ KC(CG K<<<<C(4 gg4 The evaluation of PRD1 will be described first because of its fundamental $4M((45 role. There are generalized load cases which involve only the first $@T(4 g gq actuation, but even for the load case whicit involves mnmum subsequent (Td<{T4 actuation, it is necessary to first predict the first actuation, for two [T(4(T4 g{g(g(4 reasons: (1) the dependence of MPP on most variables can be determined E54EO only for the first actuation because that was the only kind of test run WKtL'(%4 g((('((q in the small- and miniscale experiments, and most of the large scale NN experiments; and (2) it was found that for the 10 large-scale data having EdCT4 [((';g(Q subsequent actuations, the maximum subsequent actuation could be predicted from the first in a si=ple, proporticnal manner. .CECC(4 REC < gqqgg Evaluation of CMSA will be described in the succeeding section. LWW . . . _ , 3C.A-146 14-020279
BFS EkN EN(4 A12.5.5 Evaluation of Term PRD1 (Predicted First Actuation Maximum KCfCC(4 {((g((q Positive Pressure)
$(CTfds
(<(W(4 ('ggg The predicted value for first actuations for MPP is found from an equation k$'MU resulting from fitting the experimental data. In Sections A12.2 and A. 3, theory was drawn upon to identify relevant variables and to normalize some variables among the three sizes of test configuration used. [G7(4 One-hundred sixteen data we e available, 37 f rom large-ucale testing,
- 70 from small-scale, and 9 from miniscale. A multiple regression (curve MC(1 fitting) procedure was used on each data set separately, to estimate MMS ggg coef ficients in an equation linear in coef ficients . Not all variables LTR@ were actually varied in each experiment. For some variables , both firs t
{E665 and second degree terms were important. gg No ter=s were retained which did
$5Ed not make a reduction in the variability of the data about the prediction
?("tB (g((g4 surface, significant at the 1". level or less. Special treatment was given EIT4 to two variables. The MPP data for air volume ratio (VAAQ) were noted to EM g(qgg first increase , then Legin decreasing. But, for conservatism, the pre-NEiN diction surface was projected horizontally for higher VAAQ values , rather El'(T4 gfqq than decreasing, since some extrapolation to plant conditions is required.
,, For steam mass flux (MNAQ), since the three sets of data were widely
'((gjj'(('(
< separated in this variable, the principal fit was to large-scale data;
, but a straight line was then used to join large and mini mean predicted KC((d values, slightly overpredicting the mean small-scale predicted value 56 gg;E5,3 g44 en route. Thus, in effect, MNAQ was used to provide for reprediction of M'Il'@ all three data sets in one equation.
[565 M EM EM M Finally, a single prediction equation was co= posited from coefficients , ICtI'(T4 g;ggg4 estimated from the three sets of data. Since the large-scale configuration EEdNN was closest dimensionally to that of quenchers used, coefficients estimated EOM gg'g on that data were preferred, but use of coef ficients estimated on the E8EN other two data sets was also necessary. The resulting prediction equation Ndid g q3 for MPP is shown in Table A12.5.2. Figure A12.5-24 is a cot:parison of R' BYES observed to predicted MPP values for each of the three data sets. , EECC4 L% M 3C.A-147 14-020279
BFS ECCCC9 K<GM R(('(g A12.5.5.1 Raw and Transformed Varia51es. EC4KC4 KtW4 E((T(4 Raw and transformed varia51es used in the fitting are_ identified and ET(4'dE4 gggg described in Section All.5.2 and A12.5.3. The transformed variables are. E@$KC illustrated in Figure. A12.5,3. M3M RWd @sM Besides the transformed variables- shown, two other variables were_ fitted WSM(4 (<g g4 initially. One was air tempexature. In the. discharge. pipe. TEis varinhle. D ES was found to not be. significant in predicting ?TP, Tha otEsr was pressure. Tf4 M gg@[q upstream of the safety-relief valve prior to actuation, whicE., in a plant, NEdi vould be reactor pressure. In the smal1% cale data wEere botE. reactor MEM M(((Q pressure and steam flow rate were mnaured, those two vari' ables Ead a correlation coefficient of 0.6, a signtficant value; thus , normalized f((fM steam flow rate only was retained in the prediction equation, $$'(CTC4 K4 M C4 Elf $[$ The ranges of data from eacFL test configuration, and values for a typical WWW4 plant, for the raw and transformed variables, are illustrated in g47gg-4 DECM Figures A12.5-4 and A12.5-5. The data, toge.tEer with_ predicted values, W$8 are tabulated in Table A12.5.3. gg4 EEd EM4 ggag A12.5.5.2 Statistical ?.nalysis WM K4E4 '(((gg The statistical analysis assured that the. sensitivity of MPP to each.
), ' variable was governed by that sensitivity within a set of data known to M(R$gg be consistent, leaving the question of how to reconcile the tEree sets D
g$M of data in one prediction equation to a separate analysis. Accordingly, kfM{@ the multiple linear regression procedure was used on ten three sets of %$ifl% greg data separately. Least squares estimates of the coefficients were I M KQ obtained. The so-called stepwise procedure was used, in backward M K4 gg stabilization mode, whereby variables are offered for fitting, all are. EMd fitted at the outset, but the fitting criterion is tE1n successivelv ' Ys?isE4 ggggg made more discriminating so that in tFe end one.is left wits only those Efd(23 Kt M 3C.A-148 14-020279
BFS t E4M gg((qq variables which make a significant contribution to the fit. Variables E E N were retained if they were significant at the 1% level, or less. In [(((E(4 g(((q{j this procedure, as each variable is forced out, the other variables are EIN4 KCCT(4 reexamined for possibly now making a significant contribution to the fit; (((((((((q this is a desirable feature becauce the inadvertant partial correlation ff between some pairs of variables means that one variable can, to some [(((($T4 extent, play the role of a second, so that whether or not the second
@ETfl ggg, variable is significant. There is, in general, no restriction on the form
[C(f(((4 of each variable; a chosen variable in first degree, second degree IsEE4 gg (squared), first degree cross product with other variables, are all
'tMM rreated as separate variables in the regression procedure. Indeed, KT@4 ggg(4 these possible for=s were systematically examined for their significance, EOM
[@ E4 and those forms having both statistical and physical significance were gg((qq retained. KCCC'<4 ECCC4 g(g{(( Table A12.5.4 shows the data set from which a coefficient for each (f variable could be estimated. There is duplication in the case of only g((((j three variables: coefficients for MNAP, LNTW and VOT could be estimat .d
-)ffrombothlargeandsmall-scaledata. Per subsection Al2.5.1.4(4) ,
gf${@ estimates from the large-sesle data would be preferred. For MNAP, the fff- range of values from the small-scale data was sc narrow as to not give LM((4 a reliable estimate of the coefficients; thus, the coefficients from f(f(C(C4 gggg4 the large-scale data were used. For LNIV, there was little to choose (C4fifM between the large and small-scale coefficients ; the large-scale ETC(@ g g g coefficient was slightly larger, leading to a more conservative predic-
$$(T5E4 tion at higher temperatures, and so was chosen. For VOT, the coefficient ECC M gg(gggg for this variable was not significant in the large-scale data and only E'EEI4 barely significant in the small-scale data; for conservatism, the WW$
g
' gg< coefficient from the small-scale data was used. $$$$($
3C.A-149 14-020279
BFS E(?ddd(4 g' g(g It was found that second degree terms were significant for MNAP, AWAQ KTTdO and WCL, reflecting curvature in the data. Such tems describe parabolas , <<<<<<4 g(((((f of course, which may not be suitable for extrapolation beyond the range Ed(III'4 of the data. Accordingly, special consideration was given to VAAQ and [xT(d(4 g(({((((4 MNAQ for which prediction outside the range of the data would be neces-NIIM sary. These considerations are described in detail below. The second ECC'K4 [(((gf degree tems were called MNQ2, AWQ2 and WCL2, respectively. KC({T(4
- (<%%%4
!K((((( With all variables being fit simultaneously, in order to confirm that the E((((@ zggeg tem or tems for each variable are indeed filling the role called for by ff(((Ef the data, it is helpful to see the pattern of the data points after [(C(T(45 ggg4 adjustment by all tems in the prediction equation except one. These ECC'(I4 partially adjusted observed values , herein called shell residuals (in K(@@ g(/gge(<4 the sense that they fom a shell for showing the ef fect on prediction E E Yd of those ter=s) , are shown in Figures A12.5-6 through A12.5-13. Also KCC(CT4 gqqg4q shown, by smooth curves , are the role played by the tem (s) for that T(dC4 variable. Confomance of these curves to the shell residuals indicates MET 4 gg(qq that the effect of that variable on MPP has been accounted for in the EIN term (s) used in the prediction equation. E$$$$ v<cC<< hh Figure A12.5-6 shows the shell residuals for VAAQ, with respect to that K(((((@ variable. These are for the small-scale data, from which the coefficient EE@ gegg for VAAQ was estimated. Also shown are two straight lines, one the hori-ffdE(@ zontal continuation of the other, which show the effect of the VAAQ EKCC4 gggg4 tem in the equation. As can be seen, the shell residuals for VAAQ E @ T4 reach a maximum and then decrease. But rather than extrapolating this NEC4 ((g(g4 decrease, the prediction equation was modified for conservatism to ET'CT4 provide for a horizontal projection for VAAQ values exceeding 0.255.* KCC M KCt M *That the VAAQ values reached a maximum and began decreasing was found to vg/ggg g 4g be a statistically significant trend, and may be exoected from physical ggg4 considerations as described in Section A12.3. Thus , the horizontal pro-g4g jection is appropriate and conservative. 3C.A-150 14-020279
BFS E(E(4 Thus, the same MPP value will be predicted for all values of VAAQ C(C<<<< rgggg4 greater than 0.255, rather than decreasing values as indicated by the E(TM4 data. E(Md(4 KRC4 (($(dI4 In Figure A12.5-7 the shell residuals from the large-scale data for the CKt<(4 [q(qq MNP and MNQ2 terms are shown, together with the effect of those terms on ESTI($4 the prediction. Because the ranges of MNAQ for the three data sets differ f(d(T4 [((((@ so much, this variable was used empirically to permit the prediction N equation to predict the data in all three sets. Thus, a line tangent f(C((((4 '((( M 4 to the parabola at MNAQ = 6.89 was drawn so as to meet the predicted f [((((Q value of the mini scale data at MNAQ = 60.7. This line is shown over-predicting the mean predicted value for small scale data, an ele =ent of K'CCfst ggfg conservatism in the prediction equation in that the higher two mean pre-KT((((1 dicted values among the three data sets were permitted to govern predic-KMC(4 g v gggq tion on MNAQ. E6@ Lt<M Figures A12.5-8 and A12.5-9 show the shell residuals for LNIW for the g{ggg< LTTE(id large-scale and small-scale data, respectively. The effect of the LNTW (CWCC4 [ggg(((4 term is also shown. The coefficient used was estimated on the large-scale NETN data, but it can be seen that the fit to small-scale data is also KTC(M 4"'g(((f satis factory. E(EQ tti!(CEt f((((ggf Figure A12.5-10 shows the shell residuals and effect of the water colu=n b length terms (WCL and WCL2) for the small-scale data, ae. [(C(@ Figures A12.5-ll and A12.5-12 show the shell residuals for VOT for the gg [d(Qf44 small-scale and large-scale data, respectively. The effect of the VOT ((({C(4 term in the prediction equation is also shown; its coefficient was esti-ggg(qq ECC(CC< mated on the small-scale data. having been found to be not significant (C(MC4
'gggg in the large-scale data, as suggested by the shall residuals' following KTC<{@ the 0 line.
KER(d 3C.A-151 14-020279
BFS E((CE4 Figure A12.5-13 shows the shell residuals for AWAQ for the miniscale data,
<<<<<<4 ggg together with the effect of the AWAQ and AWQ2 tems. The AWAD model is $I(TC'(C4 probably really asymptotic, but no use is made of it for values of AWAQ
(<'<<(f4 g(q(((((4 greater than 20. [(%%dC KCCC<<< g(((qq Tems for the several variables were brought together into the single EdIITi CCCC((4 equation shown in Table A12.5.2, which predicts MPP for the first actua- [(((((4 tiens (PRD1). The structure of this equation is illustrated in general ( h terms in Figure A12.5-14 where, in Figure A12.5-14a, an equation linear in [((((((((4 coefficients, in standard intercept fom, is illustrated. The equation is g4gglg4 shown passing through 1(x , y); and y, the predicted value of y at some (((((@ $t 7is also shown. But the standard intercept fom is not convenient for EET(4 ggg4qq a prediction equation composited from more than one set of data. Rather, I((f((('1 the combination of mean-adjusted and reference-adjusted tems is used, as CC(C('C@ gggg4 illustrated in Figures A12.5-14b and A12.5-14c. Figure A12.5-14b applies ECTC((4 to those tems where the coefficients are estimated from the large-scale (fffM4 gqqg4 data, appropriate since 7 is also the average observed MPP for the large- [EET(4 scala data. It shows the predicted y, y, as y adjusted by a ay for x E4!WfCT< s 1 [((qt((((q< found as at ($c - Ey ). Figure A12.5-14e describes the ay's for ter=s vith coefficients estimated on data other than large scale. Each of this ([((((((<$ type of Ay is found as the tem a 3 3 - *3 ** *
*3 ref is the mean value of x3 in the large-scale data, and x3 is the value of x at which 3
[{((f(T( y is being calculated. x and 3 y are in the daca set from which a us 3
'54 estimated.
EC(M4 KCT'<<C4 KCE<<<4 gg For the 238 Standard Plant, the value of each variaole is shown in 6d$'(C4 Table A12.5.5. These values are entered in place of the variable names E4IdMS ggg4 in the equation in Table A12.5.2, which are the x tems in Figure A12.5-14. (MWt KTM@ gg{(({4 The actual calculation of predicted values for first actuations (PRD1) EdE(4 is carried out for the load cases in connection with calculating design EdLT@ V#((((((4 values , in Section A12.5.17. 3C.A-152 14-020279
BFS t r<CC(<4 {({' {(q A12.5.6 Evaluation of Term CMSA (Coefficient for Maximum Subseauent E(N4 Actuation) ('(('(C4 K'((((4 N($ CMSA is the coefficient on PRD1 for first actuation for load cases
- ((CCC
'((f'"$ involving m imum subseqaent actuations. For load cases involving only one actuation, CMSA = 1.0.
am Figure A12.5-15 shows the observed MPP values for the maximum subsequent [((((T4 actuations of the 10 runs versus the PRD1 values for the first actuations Ef(4 of those runs. The eight points without arrows are observed maximucs gg ((f((d which were , in fact, follcrued by lower values ; the two points with arrows (< W are third subsequent actuations where that actuation was maximum but ggg4 [(((((4 there were no further actuations. The important observation is that
'(C<(C4 '(g(gg
( observed maximum subsequent actuations tend to be proportional to pre-ITEM dicted first actuations, rather than simply a fixed amount greater, for Kf(<<<< (
'(((((qq< example. That is , a line fitted through the points was found to have a EdN slope significantly greater than zero. Since it would be physically
[(CCCT4 ('(((((((4 reasonable for the relationship to pass through the origin, the predic-tion line for maximum subsequent actuation from predicted first actuation
$[(((g1 was chosen passing through the origin and (x, y). Therefore, for load cases involving subsequent actuations, CMSA = 1.744.
t<C("E4 KM(< A12.5.7 Evaluation of Term CONF (Confidence Coefficient) gg 4 C(((G
- (M(4 gg CONY depends on the confidence statement to be made and on the number of
[C((<CT4 data on which SIFV is based. The confidence statement has the form vritten IdE{M ((gg in subsection A12.5.1.2. A value of 37 data points (the number of large-scale data) is used for first actuations ; a value of 10 data points is gggf used for maximum subse ,aent actuations , the number of those data. The ECM corresponding CONF values for the 95-95 statement are 2.15 and 2.91. M C<4
'(q{g(f These values appear in Table A12.5.4, and are taken from standard tables EM for "one-sided statistical tolerance limits."
ES(x(C< ( 3C.A-153 14-020279
BFS The confidence statement is valid when the distribution of individual values (in this case, of residuals about the prediction surface) is ggg4 normal. That this is nearly so in the observed data is shown in ((T(T4 Figure A12.5-16, which shows residuals for large , small and miniscale
'((((f@$
{g,gq first actuation predictions, and the large-scale maximum subsequent IITE4$ actuation predietions. [ME((4 Ef(@ $IIITT4 The normal distributica corresponding to the histogram of muinum sub-(M$$$ ('((g((4 sequent actuation residuals is considerably broader than suggasted by EN those data in Figure A12.5-16. ETT(%4 EECG EE5$E4 (((4@(4 A12.5.8 Derivation of Ecuations for SIEV (Standard Deviation of Individual M(@(f$ Future Values) and VIW (Variance of Individual Future Values) IWKW$ (<<<< 4 E(M4 SIFV is the standard deviation of individual future values , and VIFV is the [ETd variance of individual future values: gg4g ETC({4 EdC4 gggggg SIFV = (VIFV)1/2 , K4ffC40 EEC(C'9 [((qqq is the usual relationship between standard deviation and variance. ME4 E1RM ( (gg<'ed4 VIFV = VPRD + VIND EE@ M CG K(W{@ reflects the fact that VIFV is comprised of two parts: (1) VPRD, the b variance of the predicted value, and (2) VIND, the variance of individual KEC(Ts values. This equation follows from the independence of the errors in 10Md predicted value and individual value as they appear in the usual error gg (T(f(@ I:odel in Figula A12.5-17. 3C.A-154 14-020279
BFS [(T@'4 (((((((( A12.5.9 Derivation of Equation for VPRD (variance of the Predicted Value) (<C(CC4 EC<TC4 (' C'(4'($ VPRD, the variance of the predicted value, is found by propagation of (E($%d4 errors on the predicted value: fgggf4 idE4I(T4 l<<W PRED = CMSA x PRDl. gyg If4dRTd Et& M 4 g((4;;/g Propagation of errors is a general procedure for finding the variance of EfM a function when the variance of each random variable in the function is NME'd gggtgg known. For any function, y, of random variables , x , y = g(x ), the EE4 propagation of errors equation for the variance of y, for errors inde- $$$(((4 ggg(qq pendent among the x , is 1 [4sC<T4 i'X!M8
?Me( 2
[((((((4 Var y = [ 3y)j - 1x Var x1. at x g,g4 K4(((G {1 i k / KM4 rKtcC<d [{f(E(4 Application of the propagation of errors equation to the equation for PRED @$$Ti gg gives the variance oz the pred?ted value: '4EK4?!d RMS g:g VPRD = VPJtI + VPRM E@Dhd EM g(/gqa where VPRI is the contribution of the variance of the predicted first 'd@ actuation: MM@ E@RM EMS vPRI = 0:MSA) x VVP . WGtt , (d!'Mt EO !((GE(4 and VPRM is the ce ntribution of <:he variance of the predicted maximum K4f'fEf(< subsequent actuation (required by laod case c) due to the variance in 5f@d CMSA: rC m VPRM = (PRD1) x VVPM. 3C.A-155 14-020279
BFS EC<C@ Md A12.5.10 Evaluation of Term VVP1 (Variance of the Predicted First Actuation) E CC4 hY my VVP1 is the variance of the predicted first actuation (PRD1). This mh(q! variance is found tv the equation shown in Figure A12.5-18, the standard EC M gg g expression for the variance of a predicted value from an equation found ECT(4 by multiple regression. In the first term, it reflects the variance in the intercept at the average of each of the independent variables (i . e . , NM the uncertainty in the vertical location of the prediction surf ace). MCCC4 g{g And in the sums of terms, sometimes called the " flaring" terms, the EM expression reflects the variance of estimate of each coefficient in the 2Gi@ MT((( equation, and the covariances between all pairs of coefficients which are not completely independent. Each of these variances and covariances MK((4 can be computed as the product of an element in the so-called c matrix
- and the variance of residuals, both outputs of the multiple regression M 4% computation. The e matrix is shown in Table A12.5.7. The e value for ECCE$
ggggg pairs of coefficients estimated from different data sets is 0 in theory, KTTQ'K< and as confirmed by analysis. One special technique required was that MM4 g g(q the variance of residuals used to find each coefficient variance waA Ed(@9 that of the data set in which the coefficient was estimated, rather than ECMK4 gggg the combined data set, taking advantage of the better precision of esti-NE4 mates in data sets having low residual variability. These different EC(C4 [(g(q(j variances of residuals are subscripted t in Figure A12.5.18 and are NN tabulated in Table A12.5.7. [(IM4 ECCC4 K( M gggg The xy values on Figure A12.5-18 are the values of each variable fu .ne ($R(((4 plant. The values of x are the observed mean for variables whose coef-E(E($ gg ficients were estimated on the large scale data, and the large-scale data ZCTC(9 value, x ref, for variables whose coefficients were estimated on other i [((f(((4 [((gg4 than large-scale data, just as distinguished in Figures A12.5-14b and E E4 A12.5-14c. For VAAQ, because the horizontal portion is greater than 0.255 E<<(4 EC(CC4 EMM . KTM
- Inverse matrix of coefficients in the normal equations.
3C.A-156 14-020279
BFS
, and does not involve the coefficient, x' = 0.255 was used for any cases
[(((((('( where VAAQ is greater than 0.255. For MNAQ, because the straight-line
>(,(f ) tangent does not involve the coefficients on MNAQ and MNQ2, x' = 6.89 f(({(T< was used for any cases where MNAQ is greater than 6.89.
ECM EEG f((((((< A12.5.ll Evaluation of Term VVPM (Variance of Coef ficient for Maximum ET((0 gggg Subsequent Actuation) E(($$$(1 WG VVPM is the variance of CM9A, the coefficient on the predicted first g({gg ITx(@sd actuation to obtain the predicted maximum subsequent actuation. Refer-WdTM gg ring to Figure A12.5-16, VVPM is the variance of estimate of the EO$C(d4 coefficient 1.744 for load cases involving the mnMum subsequent actua-KITfs(<4 g(qqqqq tion. For load cases involving only the first actuation, where CMSA = 1.0, ET<d VVPM is not applicable and VPRM = 0. ( The variance of estimate of the slope of a line through the origin is (({((('(< found by the stand 2rd equation shown in Figure A12.5-19, and VVPM is evaluated in that figure as 0.01199. KCC G f(((((C4 ggeeg A12.5.12 Derivation of Equation for VIND (Variance of Individual Values) E(W((4
'(Cd(<(4 gg44g VIND is the variance of individual values:
K4W(4M EdM gqffg VIND = (PROR x PRED)2 . EM@ EE
'g((qq Because the variance of individual values about the prediction surface is NN required beyond the range of measurement of some of the variables, it is $$dN
((gfigg(f necessary to consider whether the standard deviation of residuals is E$N apparently constant over all predicted values , or is in some way propor-f4'f(f({4
#Rl(Q tional to predicted values. From studies of possible proportionality in all data from small and large-scale tests , both as originally fit within
('Eff((d the data sets and as repredicted by the composite prediction equation in
,f Table A12.5-2, it was determined that the standard deviation of residuals
{ f((Tf(C should be regarded as proportional to the predicted value, both for first E(ddW actuatioa and for maximum subsequent actuation, according to the prediction
- g,4g4 3C.A-157 14-020279
BFS C(((((4 Ef(((d line shown in Figure A12.5-20. The line 12 based on the maximum EMG g 'gg subsequent actuation data. The av-rage absolute residual within each ME 0.1 bar cell of the predicted maximum subsequent actuation is shown plotted versus those predicted values. The proportionality of the plotted EC((d points is clear, and is used within and beyond the range of predicted E'l(EC((4 g((((((q values shown. The standard deviation is obtained by the equation shown
> on Figure A12.5-20, the 0.798 divisor being the expected value of the g
'(R'$f(( upper half of the nomal distribution, corresponding to the average. w 5*w*n absolute residual when the residuals are normally distributed. The pro-l$E"E'(4 M%CT(< cedure for calculating the expected value of the upper half of a standard NEM gg - nomal distribution is illustrated in Figure A12.5-21. NVE M KCC<6 g geg A12.5.13 Evaluation of Term PROR l'GWM$ l'ffM4 PROR is the coefficient to multiply by the predicted value to obtain the gqqgg Ed'M standard deviation of individual values, (VIND) . Its evaluation is EC M shown on Figure A12.5-20 as 0.229. -(sq((((g Thus , one standard deviation of indi-I<EE'<D vidual values (residuals) is 22.9% of the predicted value. $15(M E'(t<<4 A12.5.14 Derivation of Equation for M3PDV (Maximum Negative Pre ssure , fff Eff(d Design Value) WK?t'6 KEKCt
$$s MNPDV is the design value for maximum negative pressure (MNP). It was wwwag g
i j{};g derived in Section A12.4 as : I6! TEED MMM gg P+ P- = P,2 . MLM WS'C8 E'M P is the absolute pressure equivalent of MPP at quencher elevation, P' is WECW (?gg(gj the absolute pressure equivalent of MNP, and P ,is the absolute pressure 3C.A-158 14-020279
BFS t KC<<<<4 gggg4 at quencher elevation (considering atmospheric pressure and hydrostatic ECTTT4 pressure). To obtain an appropriate pressure difference value, KCCT4 ftC<<C4 Ed(d MNPDV = PINF x MPPDV/(PINF + MPPDV) . MM MPPDV is found in Section A12.5.3. KtKCG A12.5.15 Derivation of Equation for PINF -tnd SUBM MIM PlNF is P, at quencher elevation, in absolute pressure units. Evaluated ((dM in bars, it is: 6'EE4 0
' Mt s ' mkt 4 PINF = 1.014 ^ 0.0980 x SUBM KMG EfEC4 K@((4 where 1.014 is atmospheric pressure in bars (14.7/14.5) ; 0.980 is bars per ECT4 gggg meter of hydrostatic head; and SUBM is meters submergence at the centerline
(((TN4 of the quencher. K(CM ECECO E@$D The maximum negative pressure design value corresponding to any =aximum
$TE((4
[gc<gg: positive pressure design value can be found using the above equations. [E(fed @ WM ((((((( A12.5.16 Statistical Confirmation of MNPDV EMDf$ t<<dt<4
$MRQ The negative pressures were tr2ated by the same statistical analysis procedure as that used for the positive pressure data discussed in this ff(T@ ap pendix. Through this analysis, it was confirmed that the predicted EdW{4 grg positive pressure can stand alone for prediction of negacive pressure.
[EY(i$ The same independent variables used in positive pressurt predictions f466f'4 gg(g were offered for fitting, together with the positive pressure, but none E(Nd of these variables made a significant reduction in variability of the g,v fit compared to the fit using positive pressure alone, t 3C.A-159 14-020279
BFS {>D'M4 {f'(q'g'j By way of further confir=ation, the following two models were fitted to
), p ,A-the maximum negative pressure QGP) data: ,
3 gg/g MNP = Cy+C2 x MPP, and KKM MK(s'<(4 2 tG E C4 - Ip-) KW{f((4 7 l Y' WCM4 P =C3+C4 * 'N E ] ggggg MNP and MPP are the observed maximum negative and maximum positive pressure EET differences, respectively; P~ and P are observed maxi =um negative and E$l'$W4 ggl{grgq maximum positive absolute pressures, and P, is the absolute pressure at NN quencher elevation. Both fits were highly significant and of identical Y$(Y[$i% [(((gg quality. Intercept C3 was not significantly different from 0, and C was 4
, , not significantly different from 1.0, at even the 10% level.
IdWKB In application, the predicted mnvicum positive pressure must, of course, M(((((j be used for P . Therefore, it is of interest to fit the negative pressure WLG'@ ggggg data using the predicted positive pressure values in place of measured E M M3 positive pressures. Such fitting of both of the above equations to large MEM [grg/g and small data gave fits which were significant and of identical quality, ETE @ % with3C and4C again not significantly different from 0 and 1, respec-WSETCG g((;g/f(4 tively, confirming from the data the appropriateness of the relatica-ff68$$4 ship P P~ =P. K
, The adequacy of P P~ =P using predicted maximum positive pressures can
(@'@@ be confirmed visually for first actuations by comparison of the residuals 7 for large and small-scale repredicted data in Figures A12.5-22 and A12.5-23. E!!?{'& Since there is only one term in the equation, shell residuals are not KEMid ggygg applicable. 3C.A-160 14-020279
BFS e N3/>3
&lW )))gy))} A12.5.17 Numerical Results for Maximum Positive and Negative Pressures BDD>3 >>RM 433)))) Numerical results for design value for each of the generalized bottom NM)/E pressure load cases, using the values of Table A12.5.5 are given in D>>>M pyJJ,3)))] Table A12.5.6. Figure A12.5-25 pre.sents a graphical representation of
{'#( the maximum positive pressures to show the relationship between pre-
$))))))] dicted and design values.
62>>>3 e d 3C.A-161 14-020279
BFS g
' ({g Table A-12.5.1 ET(E4 DESIGN VALUE EQUATIONS WITH SUBORDINATE EQUATIONS AND TERMS ITTTd Section Equations K<C(K4 N A-12.5.3 MPPDV = MPP DESIGN VALUE = PRED + CONF x SIFV
/
A-12.5.4 PRED = CMSA x PRD1 A-12.5.5 PRD1 [(((({( A-12.5.6 CMSA A-12.5.7 CONF A-12.5.8 SIFV = VIFV ggg4 A-12.5.9 VIF = VPRD + VIND M (1 A-12.5.10 VFD = VPR1 + VPRM
- TE'S 2 gggg A-12.5.ll 7PR1 = CMSA x VVP1 MCC< A-12.5.12 VVP1 WKtK4 2
/g{ggg A-12.5.13 VPRM = PRD1 x VVPM EN4 A-12.5.14 VVPM bb5Nd 2 ggggg A-12.5.15 VIND = PROR x PRED EOS A-12.5.16 PROR E6tRt
[T((({d A-12.5.17 MNPDV = MNP DESIGN VALUE = PINF z MPPDV/ GINF + MPPD71.
;,b f, A-12.5.18 PINF = 1.014 + 0.0980 2 SUBM xam KC(C4 fMC4 ISf(d The terms are defined and tha equations are deriyad in tHa Sactions showrt, (fddd@
vgg The indexes ara defined in Section A12.5.3. 3C.A-162 14-020279
BFS I Table A12.5.2 gm EQUATION FOR PREDICTION OF PRDl, MAXIMUM POSITIVE PaESsusE FOR l'IRST ACTUATION kkkfkk YKit(4 (4KKK%4 [EC43 WG(G Kt(G MCC'<< K<fst KMif4 nega fl%MK4
'(CC M tMG KC M MU3 %?tKG R& M mccKC4
( 4 (cz c0MPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) KCCCC4 KCCC4 (CEC 4 redC<<<< ('(((<<<4 EfdCC4 RtERC4 K4K<4 K<<<<4 KCCCC4
'CCCC4 K4(CE4
- <<CM KCCCCE KCKCC4 KtE<<
'<<4C<4 E E4 EW 'C<< (G 'C<<<T(4 EET4 EM 'ME4
(
'C(Tff4 at<C44 K4%f44
((TG ggqq 3C.A-163 and 3C.A-164 14-020279
BFS [(g(((({ Table A12.5.3 DATA 4ND PREDICIED VALUES Md (10 steets) '<E<# f{<<Cd KCfM f 'CCC@ k'k<k(kkk EME((4 WCG KM'd Mces [C M f3 MM WCC@ CCTM K'ECC<< KEE4 f(<<<T4 mutt < KW(((4 KC((((4 (CE COMPANY PROPRIETARY INFORMATI0!! PROVIDED UNDER SEPAPATE COVER) KCTCCC< KC(EG
<<<a Kt%C(6 KK'CCC(i WLG K(s(<<4 ECG KGM K'<CCC<
[<<<<<4 EE N
- <<<<G WCt<t-
'<<<<<4 K(((M KC<<<<4 EC<<<<
'%%(<<4 LC<<<<4 ECCCC4
[(CC(C4 Km (K<<tt4 KCCC4 mm [<<<C<G W(<G E<<C(4 3C.A-165 through 3C.A-174 14-020279
BFS ( WilM E(gfgg Table A12.5.4 VARIATION OF VARIABLES BY TEST
$(E4!d(4 WEdG ggyg Large-Scale Small-Seale Miniseale
(((Tdd WC&((4 [(ggggg4 Dependent: ( <
'((((jg'f
( MPP Yes Yes Yes [(f(((4 ( MNP Yes Yes Not [(((((((< Reported ((KC('l rK(T4 N Independent: I(N'TG CCC( KCEM reg (4 VAA No SEL No E(T(<4 MNAQ SEL* Varied ** No r< (M(((4 LNTW SEL Varied No Ef(T(i SETE gqqqq SUBM No SEL No E4C<(< f(TM VOT Varied SEL No E<<(C4 ( AWAQ No No SEL ((((%C4 K(E'C4 [(((((4g SEL = Coefficient (s) estimated on this data set was selected for prediction equation. Ef&C4 [5[Qj - ried - variable was varied, but coef. not selected. f 3C.A-175 14-020279
BFS (yggg$ g Table A12.5 f VALUES OF VARIABLES IDR STANDARD 238 MARK III PLANT
, Generalized Bottom Pressure Load Case (T(R(d
[(I$M@ a. First Ac- b. First c. First d. Subsequent B%V tuation One Actuation Actuation Actuation
),) , vM or Two Valves All Valves ADS Valve Single Valve g)) f Parameter (1000F Water) (1000F Water) (1200F. Water) (1200F Water)
IdE55'4 VAAQ 0.23 0.23 0.23 0.23 K'<T(4 [(((4T4 MNAQ 11.41 11.41 11.41 11.41 MNQ1 6.89 6.89 6.89 6.89 [(((((($ MNQ2 47.47 47.47 47.47 47.47 MNQJ 11.41 11.41 11.41 11.41 ff M'((f4 f LNW 3.63 3.36 3.89 3.89 EWE (4 gqqqq WCL 5.42 5.42 5.42 5.42 K(TC(($ WCL2 29.38 29.38 29.38 29.38 $$T((M gq((qqq VOT 20.00 20.00 20.00 20.00 ECfdM AWAQ 20.00 3.93 7.85 20.00 [(CEG 400,00 gq{(g AWQ2 15.44 61.62 400.00 ET E CT CONF 2.15 2.15 2.15 2.91 KW4(4 g(q(q PINF A.43 1.43 1.77 1.43 (CEM ETEM(4 3 K((((Q Air Volume (VA ) = 1.59 m ( Quencher Area (Aq ) = 6.93 m E(E(4 VAAQ = V /A A 4
= 0.23 KCCCC4 E'<C4
((((M Maximus Steam Flow Rate (in) = 520 metric ton /hr '(TC((4 O l gqqq(qe4 MNAQ = m .7/A q = 11.41 KC(CC(4 '( q Temperature of Suppression Pool (Tg) = 37.8 C (100 F) or 48.9 C (120 F) $TT(TT< LN W = 3.63 or 3.89 [ DEEN ((<tCG 5(((INN Length of Water Column (WCL) = 5.42 m. E<<W4 ((((((4 WCL2 = (WCL)2 = 29.38 3C.A-176 14-020279
BFS o gg,4 Table A12.5.5 (Continued) rKCCCC Valve Opening Time (VOT) = 20 msec, K(C<<<6 KCC('(4 gqqqq(eg Effective Water Surface Area (Ay ) = 548.05 m2 (single valve) KCCC(4 54.79 m (ADS valves) ECCCTG gqqgg4 27.20 m2 (all valves)
$(T6fKE' '((g((g
( Water Surface Ratio (AWAQ) =yAq/A = 20.00 (single valve)* ETTET*
'C<<<<4
=
7.85 (ADS valves) Kf(g(((q = 3.93 (all valves) 55CM LEt(C< [((((((< MNQ1 = MNA0 if MNAQ < 6.89 ( MNQ1 = 6.89 if MNAQ > 6.89 [(((M MNQ2 = (MNQl) K<CCG' MNQJ = MNAQ K<t<t MM glpg Quencher Submergency to Centerline (SUBM) = 4.24 m EC(($$@ Containment Pressure = 14.7 psia (19. 7 psia for ADS only) MMM ggqqgg = 1.0135 bar (1.358 bar for ADS only)
- <(((L@
CC(4M gqq/g4 PINF = Containment Pressure + Hydrostatic Pressure (( Hydrostatic Pressure = 0.098 x SUBh K(((((((< = 1.0135 + 0.4158 = 1.43 bar
= 1.358 + 0.4158 = 1.77 bar (for ADS only) 3C.A-177 14-020279
BFS Table A12.5.6 VALUES 70R A STANDARD 238 MAPX III PIANT $(((IM Generali::ed Bottots Pressure Load Case a b c d me. - - - - ECCEG MPPDV (psid) 13.44 18.73 17.40 28.13 fd(s(((4 ('((gg((4 MPPDV (bar d) 0. 9i 7 1.29 1.20 1.94 Ed5(T4 PRED 0. c 0.851 0.790 1.11 KECC4 * [(((((((((4 PRD1 0.60.2 0.851 0.790 0.639 ( CMSA 1.0 1.0 1.0 1.74 [(((((((((< CONF 2.15 2.15 2.15 2.91 EE$II((I SIFV 0.151 0.205 0.191 0.284 x x( VIFV 0.0227 0.0421 0.0364 0.0805 fk(h VPRD 0.00357 0.00407 0.00363 0.0154 E((({4 VPR1 0.00357 0.00407 0.00363 0.0105 LTC(C@ gggg VVP1 0.00357 0.00407 0.00363 0.00345 KCTCC(4 VPRM 0. O. O. 0.00490 ((T(d'M g((qq(4 VVPM NA* NA NA 0.0120 [ETTd4 VIND 0.0191 0.0380 0.0327 0.0651 E4R<C(4 gqqg(q PROR 0.229 0.229 0.229 0.229 UCTCTCi MNPDV (psid) 8.15 9.84 10.38 11.93 [CC(CT4 g((({(q MNPDV (bar d) 0.562 0.679 0.716 0.823 PINF 1.43 1.43 1.77 1,43 [((((((4 SUBM 4.24 4.24 4.24 4.24 E(df(4 C<<<<G ((d((((4 *NA = Not Applicable. Ed($4, 3C.A-178 14-020279
BFS M ST Tcble A12.5.7
$(Effd c MATRIX VALUES * (Page 1 of 2)
(qqqq K<<<(4
?<<T (4 g(((qq. eg 3.08E-02EE
[(f(((,(i cg -8.91E-04 2.75E-05 c 0 0 2.52E-01
;((ggg4 13 NNW c 14 0 0 -6.47E-02 2.42E-01
[(T(TTd ggg c 15 0 0 3.23E42 -2.93E-02 3.67E-03 ESIIM c 0 0 0 0 0 ((((((4 16
, ( '( c 17 0 0 -3.48E-04 -5.30E-06 1.624E-07 e,g 0 0 0 0 0 gig /gg4 K<<<<< c 0 0 0 0 0 19 KCC<<4 R(((4 lj "2j "3j "4j Sj
- (<<@ c 2.86E m ggggg 16 ECT4 c L7
- 0. 4.22E-07 gg//g(g4 gggg(4 c 1g 1.09E-02 0. 2.37E-01 ECT(4 e 8.12E-04 0. -1.353E-02 1.653E-03 19 ECCTdd KTTE "6j "7j #j 8 "9j
- <TC'@
E((<M 1 AWAQ estimated on miniscale data KTf(CT4 [(((g(((4 2 AWQ2 esti=ated on miniscale data EEEE 3 YAAQ estimated on small-scale data KT(T((4 K((((q 4 WCL estimated on small-scale data b 5 WCL2 estimated on small-scale data E4ff((4 6 LNTW estimated on large-scale data b 7 VOT estimated on small-scale data E((('(4 8 MNAQ estimated on large-scale data f(T((4 9 estimated on large-scale data gqqqq MNQ2 ('d(%%'<< ECC4/4 c)=eji i Ki((%< gq((44 e for coefficients estimated on different data sets = 0 EkTEN
- Inverse matrix of coefficients in the normal equations. (See Figure A12.5-18.)
KRC<4 -2 (g4q((4 **" " = 10 [<t<{4 t(<<<<< ~KC(C@ 3C.A-179 14-020279
BFS I Vd(W Table A12.5.7 (Continued) t(m"(4 f(tW4 [('(((C4 Residuals (MPP) E(N3 E('f(((NT1 Mean (bor d) Variance Standard Deviation first Actuations _ EYd'd 37 Large-Scale Data -0.01070* 0.00938** 0.0969 sN 70 Small-Scale Data 0.00325 0.00927** wa 0.0938 (IEE4 9 Miniscale Data 0.000832 0.000493** 0.0222 K((<C((4 ('<#M4 ( (' Maximum Subsequent Actuations h' Y(<M 4 h 10 Large-Scale Data 0 0.01188 0.1090 f((((CT4 K((((4 Residuals (MNP) [(C(TC4 E( M (4 Mean (bar d) Variance Standard Deviation ECCT(4 [(CW(C4 First Actuations ECITi E(fd($ 37 Large-Scale Data 0.00479 0.00892 0.0945 K4GC(4 ET(T@ 70 Small-Scale Data 0.0187 0.00214 0.0463 ('(<<T4 KCCCCT f(CCC4 555554 *In least squares fitting, the mean of residuals = 0. EE These are not exactly 0, due to use of an equation involving coefficients estimated on sets of data other than on line shown. hf **VRESID, gt in Figure A12.5-18. 3C.A-180 14-020279
BFS I K$$ (r (CE COMPANY PROPRIETARY INPORMATION PROVIDED UNDER SEPARATE COVER) R< M ff("<<<< C%%% E<<<'<<4 hk r,kkk. WCW ECCC<t ITCC(4 EC'<<<< E'CT(4 r(C'<<<'<< E8 x(ggg4 Figure A12.5-1. MPP for First and Subsequent Actuations Positive-- qqqqqq Large Scale MK'<<< f('<<<<9 K(M t<C<<<< KC4t<4 C<t(<<4 E<<<<4 Es(Esc
CC'<C(4 KCM Rit<< '((TC(4 KT<C4 E<CCC4 KC<((4 ccE COMP.ANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVERI ' <MG C
REW
'EC'<<<<<
ECC<<<1 (<(EC@ KCCG Wm EMG C(<M
<<tK<<@
KCCCC4 Lt<<M K<<<<4 KC(Ctd [(E(((Q Figure A12.5-2. MNP for First and Subsequent Actuations Negative-
;'((((((4 Large Scale i E((((d %<M 14-020279 3C.A-181
ECCC4 C(<M ffCCCC ECC(4 EM M<<4 LCC<<<4 f<<<<<< (C'<W ?<<t<4 K<(C(4
\
L<<<<t(4 [ VOT RtCC(4 ift<M Y<<'<<# TCE<<4 (C<<<<4 s( x AWAQ W<t<@ E M <4 a L<<M4 [((((((g MNAQ susu g<<<(g a p-..___ . . . _ _____q Kt ((<9 " K<'(<<<1 gggggg4 i i-i! ! T,, s_
' ' l-i i
- <Ct<4 K<<<<<<
f L_.___J______J a
- C<M tur. V^^U
[f(<T4 np [(((((( MPP (<<<<<< K<<<<4 R<R(4 K< W . f<(<<C4 RCC4if KC<W4 E($<C<s KSC('1 (INE<d Figure A12.5-3. Quencher Diagram Illustrating Dependent ETCG and Independent Variables KT(((qq [<<M K<<<<<1 iK%<%4 t<(tt<4 K<<<<<t 14-020279 3C.A-182
BFS '<<<<<<4 KCTC(4 KC'<<<<4 KCCC4 KCCC<<< f Ao. m2 (OUENCHER AREA) KC(CC(4 ggg e 0 1 2 3 4 5 6 7 8 9 um, ma .
-ALc khh . uRcE MM g4gg4
- svo euur
'(<4t<G LM'<<<4 %K@
ECCM kkNN VA, m3 (air VOLUME) (CC(CC4 0 0.4 0.8 1.2 1.6 2.0 2.4 t<t%C4
- KCCC(4 uini R a (C4 SMALL t<<<E4 .
-(g,gg4 uRcE 'KCEC4 STD PLANT r<<<<<
KCT<Ci ECS TECCC44 ((((((( VAAQ (AIR VOLUME RATIO V A /Ac.ml t<<<G (((((k 0 0.06 0.10 0.15 Q,20 CL25 0.30 0.35 r<<<<<<<4 . KCCCG "'"' kNC(h SM A LL KCE<4 KC(C<<4 e uRcE KE<<(4 RK<<<<4
- STD PLANT M<<<
E<<CC4 NC4 K(<m4 KKM f<<M E((NT('s Figure A12.5-4. Ranges of Values / Raw and Transfomed Independent Variables E<<<<4 ggqq (Page 1 of 4) 14-020279 3C.A-183
f<f<<4 Kff((4
- <<W<
tC<MC4 (C'((t4 kkk(k A STEAM MASS FLOW RATE ttonces/hst f<<<C4 f((<<<4 o im 2m am 4m sm K<C<<4 * .uiu, tMCC4 fMCf4 - suALt Ef<<<<
'd(((<4 f
URGE KtCW4 MC4 . sto elAur K<<t<C4 RCC(4 LK<<<<4 K'<<<<<4 KC<<<<4 (((((((4 A o.7 t(<%
'((((((((4 o f to 20 m 40 so so 70 80
[C<<<<4 . t<<<<<< "'"' [<C((((< - sMALL FC(4r4 I<(ffE(T4 - LARGE
$<<T(4 ggggg . sTo etaur Ke<< 4 KCCC(4 E(kC4 EMK4 ENN MNAQ. A RATIO ((tonnen/hdo.7/m2]
(CCC(<4 WE a to 20 30 gg4ggg 40 50 oo 70 (<<<C(4
- uiu, KC('(EC4 ggggqq -
SMALL
'<<<<C4 LARGE gfj . sTo ruur me<4 K<<(<<4 EMM EddC<<@
MM Figure A12.5-4. Page 2 of 4 KCET4 14-020279 . 3C.A-184
BFS K<<<<f4
<(((%4 (t<CCC4 voT ivAtva ocEsino TiuE.m.> $hY gggqqq o :m 4o0 eoo em icoo i20o 1400 isoo ggg4 . uini KCEC4 suAto t%%<<<<
KCCCG URGE K((C(# (<4 C T C<* . [(('M sTo etaur CCC'<CC< Kiti<'<< ECC(C(4 WCM kNN Tw (WATER TEMcERATURE.*Cl tu m E(<<G o to 2o ao 4o 5e ao 70 so CC<TC(4
- MINa RE<<<<4 KTC(4 SMALL
[CC M KC<(CG uRos Et<<f gggq . . sToe u sT KiiMin " c' (CCC<(4 EKKK4 KCCM fECCT4
- qfg((<g LNTW(LOG.Twl Kast
((TgM 2.o 2.5 lo 15 4.o 4.5 CTC<<<< . uini ECC4 $6((4 5 MALL KTCC4 Eg<<<4 LARGE EMt ggg4 . . sTo rtanT KCES * 'd rf6CCC4 (CECC4 KKK((4 ?Am WC'<(<4 'ggg(( Figure A12.5-4. Page 3 of 4 <M4 14-020279 3C.A-185
BFS Kt<<<4 E<(<4 't<<(<4 s wet. WATER cotuuN tENaTa (mi t<<M KCC<<4 O
// // 1 2 3 4 5 6 uiai fjf($jijj : : :
SuAtt EC<'(f< . r(C<<<td uRcE KC<<4 . sTo runt (MCCC'< rff<<<<<f C'<<M EC<<<1 ((TC((4 Aw, trt2 (WATER SURFACE AREAL KCC<'<f4 ECITC .0 4 8 12 16 20 24 28 K te ETC(4 "'"' KEC<< . SuAtt
- CCC<<1 EtE<4 . LARcE
- <<CT4 EtEC4 *
- STD PtANT t<c((<t< n ..c.o KC4K4
- <<ec4 MLG EM4
((($fd AWAQ (WATER SURFACE RATIO Aw/Ao m2/m2) LECCG (<C(4gg a s to is 2o 2s ao '(k((4 MINI ri<<<<4 [(('((fj e SMAtt e LARGE ma ggg e o e STD PLANT 6 d E<<<<(1 [CC<<W fECG ttc<<t(4 ECC<<4 K<<@ K<<c4 EId(4 Figure A12.5-4. Page 4 of 4 25C% K<<<<< 14-020279 3C.A-186
BFS K M (4 { gg FIRST ACTUATIONS (((( OBSERVED MAXIMUM POSITIVE PRESSURE K%t<4 (NIC(4 0 0.t 0.2 0.3 0.4 0.5 06 0.7 08
%%C < u,N, KCM4 Nd(4 SMALL KCCCC<
RE<'CC4 LARGE E<<t4 (((f/(((j LARGE, FOLLOWED BY SUBSEQUENT ACTUATIONS CCTCC4 ET(<<4 KCCG (C'<<<<< ggq M AXIMUM SUBSEQUENT ACTUATIONS
$((Tkk OBSERVED M AXIMUM POSITIVE PRESSURF K(((CC4
((((((( 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 ((k((M LARGE
- E<t<<<
ECG Ktf(t<4 KCT<4 E(M KCCC<<4 ggggg4 F1RST ACTUATlONS MS OBSERVED MAXIMUM NEGATIVE PRESSURE KCC(4 KT<CT(4 0 0.i 0.2 0.3 0.4 0.s 0.8 0.7 0.8 EC(4 KCC<4 NCCG
/ggg SM ALL rdR'<<<
(<<<<(q4 LAR E KtKG4 ((((((((q LARGE. FOLLOWED BY SUBSEQUENT ACTUATIONS K4K<<4 E<<fE4 EC<<<<4 KCCCC4 CE(<(C4 MAXIMUM SUBSEQUENT ACTUATlONS
'(<(%K4
{g(g q OBSERVED MAXIMUM NEGATIVE PRESSURE E<<<<<< gggg4 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
$(g(g -
LARGE EfdKG EGC4 Kf<<<4 t g((((((((q Figure A12.5-5. Ranges of Values; Dependent Variables 14-020279 3C.A-187
{ ((}}, KCT<<@ KC<<4'<4 ECC'<4 KCCCC1 (<<ti('4 KTCC(C4 RCCC# KT<<<(4 RC<<<<<
- <<<t<4 ET(T((4 (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER)
ECR4 f(CC<<<4 kkkh == EC<<<< K M K4 KCC<<<'4 "{C<<<<4 !<(EC4 MC(4 I' 'N Figure A12.5-6. Shell Residuals, VAAQ Omitted, and Effect of VAAQ Term on Prediction; Small Scale Data (Coefficient Estimated gggg g on These Datal KfsCC4 Eff@ s t<< EC<<<< [<C(ffC1 KCC<{c [ CEC ('d K<WC4 KC(<C(4 4i'f<<<4 ECC<<4 gqqg(q (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) ECE4 EEG KM<4 MKKE4 K4 M KCd%<4 u<<<<4 K<RK4 (K(T((4 Figure A12.5-7. Shell Residuals, 'UAQ Omitted, and Effect of MNAQ Terms KTf'<T((4 on Prediction; Large Scale Data (Coefficient Estimated f(@C$ on These Data) EM<{I K'GC%S 14-020279 3C.A-188
(
'((CCC4 BFS k(
('CCCC4 C'<T@ MS Ekkkk KC%C(4 KCCCC4 2WC1 (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) KCC<<4 [CCCCG 2<<<f4 K<<<<4 KCEEC4 M(<d4
!L%%%%C<
i<sto (<<GC# C@s(<4 t<K<td I(N(II Figure A12.5-8. Shell Residuals, L'iTW Omitted, and Effect of CIT 4 Term on (I' TIN Prediction; Large Scala Data (. Coefficient Estimated on NO These Data)~ MC((<
!KCRC<<
(CCCW KEK4 KC<G Rt<W5 M<<<{4 YdC<<t i<<<<<1 KCTS CCC<<<4
- 4CES ER(E4 E(M(4 (cE COMPKiY PROPRIETARY INFORMATION PROVIDED UDDER SEPARATE COVER) f(<<<tC4 E4EG
- <MS
<<<%Cd <<4KC(4 W<%48 f(if(G t< e s ENII(< Figure A12.5-9. Shell Residuals, LNTW Omitted, and Effect of LNTW Term on N Prediction; Small Scale Data (LNTW Coefficient Estimated from Large Scalel mae<
CE(@ 14-020279 3C.A-189
BFS KC(CCG [<<@ (CCCC(< ((
- <<=
KC W t<<CCC4 t<CC<<< ((E4t&4 lt(CCC< gggg4 (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) f(TCCM
%&t<
L<CK(4 t<<CCC4 Mffi< EM<1 Yhh KCC{<<(4
- (({((C4 Pigure A12.5-10. Shell Residuals, WCL Omitted, and Effect of WCL Terms K(((((4 on Prediction; Small Scale Data (Coefficients Estimated
[(((((((4 from These Data) R(((C4
'((<C<<4 t<%K<it WC4m WM KC"C(@ ;<<<<<c WKM EE4 ER<<<t E4sK(t t<CCC<4 T
[$ETd(4 (GE COMPANY PROPRIETARY INMRMATION PROVIDED UNDER SEPARATE COVER) d$TEG K4MG ECCC45 ECTS EGt4 C(t<<G KC<<<< Pigure A12.5-11. Shell Residuals, VOT Omitted, and Effect of VOT Term on Prediction; Small Scale Data (Coefficient Estimated from gg g4 gggg These Data) fME tit"<@ (KC M L<<<<C4 RC(<<< 14-020279 3C.A-190
BFS EE 92b>>3
&>>>D2
@D>A PRD2 WM'1 M E>3
>MB m29:s DE>23 92%1 SM pygg (cE COMPANY PROPRIETARY INFORMATIOX PF0VIDED UXDER SEPARATE. COVERL
>ED2}
ENDM
%'82!
>>222 kbER b3M '
MM PADR DEMN b)')NA Figure A12.5-12. Shell Residual:, VOT Omitted, and Effect of VOT on
+E' 'N' Prediction, Large Scala. Data CVOI Coef fi.cient Estimated s
k)f j - from Small S: ale; not Significant in Large. Scalal V))D22 E))))))2 s b>w DDD)2 P-))D)2
>>>>>>>>>>>1 DEP)
>>D233 bDD)M
>>>BM pyypy,)pj (GE COMPANY PROPRIEIARY INFORMATION PROVIDED UXDER SEPARAIE. COVER)_
MW3 MB)3 513 23
>>>D>M b2>E
@DPJ b)>MM b:b'kM DD)))),
)))))>}>>>] Figure A12.5-13. Shell Residuals, AWAQ Omitted, and Effact of AWAQ Terms b,))))))))3 on Prediction, Miniscale Data (Coefficients Estimated
>>>> ')))2 f1om These Data)_
B)>>E
>>>>>>D)1 8>#>>1
>2)>DX 14-020279 3C.A-191
BFS PRD>>>J I)M)ME / y PRDE an>3 p))Q)] FIGURE A12.51.a _ f))J))))3 STANDARD INTERCEPT FORM: , , k)MMM Y = Ao + Ai k*A 2$+ i 2 Mh'Mk ^o WDM. l
>'DDMi Xi Xi Xi k)h3' /))]
kJ M 192 2 91 N]$$$$$?h) DDD3 DD%B
*bM[) FIGURE A12.514b /7 - Y MEAN ADJUSTED FORM: 37 SN3 7 . v . r Ji . r Aviu '
i Y INy)))S3 ~ - -
;gyyyyy r s , <a - A, w , - x q q
gg +A2 (X2-X2I k>2)'JA hfpj))'))} 7 FROM LARGE SCALE
>}}))))))] A i's ESTIMATED ON L%RGE SCALE DATA l
whpB. l xi xi DDD>2 xi
>>,D)D'l 2DM D>D'D
>D>>D22 hhhhb Y
#D32
- plGURE A12.5-14c REFERENCE ADJUSTED FORM:
p*'?r',)2' ~ . p,,,gg) r a viu - A3(X3,- X3 REF) , v
+4v p,33,))p) . A. ix - x. REF
>>>>D>P2 j '
))'>)}}}})'))
, Afs ESTIMATED ON DATA OTHER
)))))))/)))) THAN LARGE SCALE
> DES)2 2)>>D2
>DD>>'i i i I
/ X3REF X3 X3 X3
>>>D'/ '2)2 SDDR Figure A12.5-14. General Forms of Prediction Equations
))p,3))3 m' s
>>>>>>>>3 B>P3 14-020279 3C.A-192
BFS D)DM l >E3R D32D>'l
>D>s2 #2)>>3 BtB>3 >'>2'Pb2 53D3 a>>ng M E )2 ph&B)
GsM 92 M em2 RER
&>2D1 VMBA M BA #E232 VRM)D2 >>>'9D3 IIkhb ram 2>>>>>>>2 >>>>>>>>>J))'
(GE COMPANY PR0PRIETARY INFORMATION PROVIDED UNDER SEPAPATE COVER)
>D>>D3 >>D>>M & >>'M 9))D>2 @ME hbk!!
D>>>>>3 D'B>3 k>>>>2DB DDRM
%DDD BB) #DD2 MM VD)D)2 >D>>>>%
DD)>M DDD))] BD>>>3
>DE>>
g)gpy Figure A12.5-15. Observed MPPQ Maximum Subsequent Actuations, MPPQ Versus
,gsypj Predicted First Actuations, PRDl; Large Scale Data S>>>>>>3 b>>>>>D3 >B>D2
( D>DM 14-020279 3C.A-193
BFS
>>DMJ pp,pp,))}
LARCE. SCALE FIRST ACTUATION 37 EISil van Q w>m = - DDDD
@W3 ED>>3 ODDR 8
Db>>>Di P2PJ>>3 O i i I I i
-o.2 -o. i o o.i o.2 o.3 Eb>D2 B)>D3 @b23 SMALL SCALE 70 BB)D3 wan ~
[ VMBA ' BDD%
>D91 EM'A >>>>>33, 1 1 D-)D)E I i i I P>>'PD>% >. o i )))yppy); g -0.2 -0.1 o 0.1 o.2 0.3 >> D >>2 E e >D)3 8 b))))}/Dl E BD'M MINISCALE 9 @))3% s -
EDD3
>b>b>>') #DM ESD)3 >>SD3 I,))))),>>7)3 I I I o I I p'))))))) -0.2 -o.1 o 0.1 0.2 0.3 W/lN]h3 22E>'2 >>>R>)2 ppy)))))] >NsxxNNNNx LARGE SCALE MAXIMUM /
V///iW#4 5 - SUBSEQUENT ACTUATION to N>>N)E GB)))3 h >> 3, 332 ,
, , nnr, i i >>>))M/)))), -o.2 -o.1 o 0.1 0.2 0.3 RESIDUAL (OBSERVE D-PREDICTED) (bor) 23
)'MMM Figure A12.5-16. >>P)>D>' Frequency Distributing Showing Normality of Residuals 14-020279 3C.A-194
BFS p))3))))2 BEM
. #)h))/% AN INDIVIDUAL FL/TURE VALUE' h)hh)M = T*.UE VALUE FOR PLANT + ERROR IN PREDICTED VALUE
- ERROR
)))f)))))), IN INDIVIDUAL VALUE ABOUT PREDICTED V ALUE DD)2 gg DUE TO INDEPENDENCE OF ERRORS:
hr / ) VARIANCE OF INOlVIDUAL FUTURE VALUE' DDDR 0 + VARIANCE OF PREDICTED VALUE + VARI ANCE OF RESIDUALS h)$)f3 = VDb2 tviFv = vPRD + viNDi ggg f>/>M223 'VALUE OF FIRST OR MAXIMUM SUBSEQUENT ACTUATION MPP. Figure A12.5-17 Error Model
$>>>m
>)?)))NE, .
P))))233 DD>E
@))M/3 *
(VmR RESIDI' = LARGE SCALE VV'1 k'D))M o.p NM)M/3
)}}}))))),)), + I sii - El va i + 2 I I ti;- El tij -7p Cov to..a,)
D))))2 WHERE
'<.8
),))))g)] VARIANCE OF ESTIMATED OF COEFFICIENTa, gg Va, =
@M/))E = Ci ; V RESIDt ,
WDR1 g,)))'}f, , COv ta ;. a p g)')g)j = C,j IVRESID , X VRESID t t3 )U
)))))))))))] WHERE t i, tj REFER TO THE SET OF TEST DATA ON WHICH THE COEFFICIENTS yppyyyy a, AND a j WERE ESTIMATED, AND Ci; AND C,j REFER TO ELEMENTS IN THE C MATRIX. VALUES OF VRESID t; AND C,;. ETC.. ARE TABULATE 3 IN TABLE A12.S.7 g)))ppy EM))))) 'THE ECUATION FOR VVP1 ABOVE IS FOR A PREDICTION ECUATION IN THE FORM h)M)))))) OF THE EQUATION F0R 7iN F4GURE A12.5146.
>)2))2 Figure A12.5-18 Variance of Predicted Value MPP, First Actuation pyyyyyy,))))
Evaluated at x Values
))))h)) , VARIANCE OF SLOPE THROUGH ORIGIN:
gg
, VVPM = tiLLUSTR ATED IN FIGURE A12.5 201 2
kMf)M/) EPRD1 y , 0 01188 Ee' / /4
))))))))))))
=
0.991 0.01199 h)))M)
&))))D)
< Figure A12.5-19. Vcriance of Coefficient (1.744) for Maximum Subsecuenc Actuation 14-020279 3C.A-195
BFS
>%23 %)25%
i>Dh3 MW)2
>>>>)D)'
V'MD>3
>D)>DM D3D2 p,)'&>N, (CE COMPANY PROPRIETARY INFORMATION PROVIDED IriDER SEPARATE COVER)
E7sD2 D>>>D2 Fb>D3
@>>>>>>>>l PD E M PND2 h)>P'M >PNX 9)M2 >D)h>>' )))py)))) Figure A12.5-20. Proportionality of Average Absclute Residuals and ))pp))] Predicted Values, Maximum Subsequent Actuations @b2 >>%b'7DD)
VD%R
>>>>RM
" r f(r) dr
/
AVERAGE ABSOLUTE DEVIATION = = 0.5 h/h/h' $" f(z) da h/N'N WHERE f Irl a P- U OI DPD'M 5
%)>#21
/- THE STANDARD NORMAL PROBABILITY h))2/)M. DENSITY FUNCTION APPLIES TO NORMALLY AVG ABS OEV = 0.798 g)}p)}} DISTRIBUTED INDIVIDUAL VALUES. USED
.)ygsgx
) 9 IN THE EQUATION FOR (VIND)1/2 IN FIGURE A12.5 20.
b>b i i
>>ma '
>PD>>>2 b)NM . _ _ _ 1 1 I I
-3 -2 -t o 1 2 3
?>))D2 STANDARD NORMAL DEVIATES
>>>>D)2 -
>>>>>>>>D2 DDDR D3P)2
- Figure A12.5-21. Derivation of Ratio of Average Absolute Deviation to Standard Deviation
>>D)>>>:
3C.A-196 14-020279
IIIE4 BFS K((TC(4 I K(CCW . EC(fC4 KCfC' f< KCC<td K<(CCi KMC(1 KCCM (C<<<@ [ (GE COMPANY PROPRIETARY INP]RMATION PROVIDED UNDER SEPARATE COVER) wc<e t<M<@ [<CCM L(<"M titM ECCC4 Et<<44 C<<<<<4 K%<<<<4
;<<<<<<4 '<<<<<<4 gggq((4 Figure A12.5-22. Residuals for MNP Large Scale Data K44K(@
KCT(CC4 K<<<<<4 t<<<<<41 K<KCCf4 CMT(<4 t<<<m [CMG MEC4 W<<< t<tW<4 KCC@ HEC (4 ((s (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) [@((<4 (< M <4 KK<@ KCfR(4 EfdC@ Lu<<< C<M<<'d K M d4 (4' ( M
$NTi<<4 Figure A12.5-23. Residuals for MNP Small Scale Data EMM CC<M
( 14-020279 3C.A-197
BFS E(TN
<<<<<4 '< M (4 -
t< M <4 (<M<4 ECC<<4 EC<CC4 (CCC(4 K<<<<<< KKK<<4
'4%<<<<4 EC' M tKCM l4R<t K<Gt"d4' lRTC<<4 fCC<@
K<idC(4 (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) reeC4
'<<<<G ;<<fC'4 RC<<<4 K<<<4
?< M C4 '<((((4 KCCC<4
- <(EC(4 m.
C(C<M K464 KMO K<<EG EC<<r4 t<EC's4 KW@ !Ci<<4 KCC M t<<<<<< Kt<@ EM4 tr<<er4 WKt@ Wi(4(%1 jgggig(4 Figure A12.5-24. Observed is Predicted Values, MPP (MPPI Versus PRDI or g((({gg MPQ Versus PRDQ) 5(i<fd4 E<4G 14-020279 3C.A-198
BFS (CCC<<4 KC(CC4 so s Ett<<<
'bdk(M ggfg \/
- - MPPOV
' N MPPOV
- MAXIMUM POSITIVE PRESSURE.
ss \ N Ns DESIGN VALUE k(k(N PROQ = PREDICTED MAXIMUM SUBSEQUENT ((({Q ACTUATION MPP {((((((( 25 - Pft D 1 PREDICTED Ff RST ACTUATION MPP
$$$$k khhhkk w(een TECG ffCCG KCf@ l 2 -
Een : IIkkN 2 )( MPPov
' ECCC< d f
( YN(($I b b MPPOV KtKTBi (((([(h [ - PRDQ (PR EDi KCTCC<s K(KW E is -
!KTi((4 8 k(kN(N 2 b( MPPOV
((Ydd< $
=
-PRDI
-PRD1
<%%Ki E(C@ 'O -
(gggg/g - - pro s {(g(g - PRD1 KCE<4 . Eam WWEEt RWE EfdfA 5 _ WKC4 EC(<M ifC(G t<<Ett KCf(C<4 KK G Et<<44
;<ffdt o '
CC M C4 cmqcti {'gg GENER ALlZED 8OTTCM PRESSURE LOAD CA$F ET40 Figure Al2.5-25. Predicted Values and Design Values of Maximum Positive {E(CIT (< Pressure from Table A12.5.6 \ 14-020279 3C.A-199
BFS K<<<<<4 KCCM k [(((((((< A12.6 APPLICATION K($(((4 KC<<<41 [(((<(((4 The purpose of thin seetion is to provide the designer vith a simple and KCCG w - straightforward procedure for calculating the maximum positive and negative air-clear.ing pressures on the bottom of the suppression pool beneath the t(<L(%(4 mes
<<(<(4 quencher. These pressures are to be used in the development of suppression s(W4 , pool boundary loads for the design of the containment. The development of
[(((({4 boundary loads is discussed in Section A10.
?<<WC4 W<<<K4
[((({((((( A12.6.1 Procedure [(<T<<4 KCCit [(sq{((4 All bottom pressures obtained by these procedures have a 95-95 confidence ff' ['(E((( level, and are within +1.0% of the values obtained by strict application of the techniques described in the previous chapter. ET@$$<4 (CCCCC#
$'(((((({4 The first step in determining the bottom pressure is to calculate the f predicted first actuation maximum positive pressure (PRDJ ) . Since the (
(((({C(< quencher device is a lized design (Area = 6.93 m ), the maximum flow rate (<(SCC (<4 ggqq,g is 520 matric tons per hour, and tHe. safety / relief valvo opening time is EEIM at the minimum (20 msec). The equation fre PRD1 in Table A12.5.1 can be K<T<<4 ({gg(4 reduced to: r<<<<<<4 K<<<<4 ((((((((/g<. PRD1 = 0.421 h< ) + 2.58 CVAAQ - Q.17061. [((g(({qp + 0.1377 (LNW - 3. 83). IdSETI + 0.206 OTCL - 4) KMCG {'{/{(((4 - 0.0176 GTCL2 - 161 f,, <ff - 0.0336 (AWAQ - 20) [(((((4 + 0.000761 (AWQ2 - 400) [CT((C(4 KCEC<4! W<<<<4 KC<<<<< [C(M KCC<<<< tKCCC4 3C.A-200 14-020279
BFS KCffC4 where KCC<G4 PRD1 = mean first actuation peak positive pressure (bars); [(EIS EddT4 VAAQ = air volume in the safety / relief valve discharge line [f(d((4 3 gqq(4 (m ) divided by the quencher area (m 2), where quencher 5((fdd area is defined as the area of a circle that circum-scribes the quencher. (For the standard BWR/6 Mark III [(((($(4 plant, the quancher area is 6.98 m . If VAAQ is greater KCCC<<4 than 0. 255, use VAAQ = 0. 255. ) ; [((((((((((< LNTW = Natural log of yT , where gT is the suppression pool
)) temperature ( C) .
ze<<4 K<<<4 gggg4 WCL = The actual length of the water leg from the centerline
;[(((((4 of the quencher arm te _ Te air-water interface in the Effd discharge pipe; gg IfEC<4 f6IKd gggg WcL2 = (Wct)2 ;
KCC(C4 Et<<<4 ((g((( AWAQ = Tha effective pool surface area per quencher divided by NC$$4 the quencher area, where quencher area, as the VAAy, is KCC<<4 g(((( 6.93 m (If MAQ is greater than 20, use 20.); and KTE(4 K4%%4 [g((4 AWQ2 = (AWAQ)2 . ((<M4 EECCG [(((({(4 The above for=ula allows for the plant unique location of the quencher in the suppression pool and for plant nique routing of safety / relief valve [(((f(/d discharge piping within the constraints identified in Section A,10 and, f(Ed4 gg as stated above, is only applicable to the quencha.r design described in (CC(4 this attachment. ( 3C.A-201 14-020279
BFS
- <<<<<<<4
((((((q Using the value determined for PRDl, the corresponding maximum positive EIENI$ design pressure (MPPDV) is obtained from Figure A12.6-1 or A12.6-2. [(d(G [((((((q Using MPPDV, the negative design pressure (MNPDV) is obtained from the ISIIEN following equation: x( ( E(INN MPPDV (< " (PINF + MPPDV) ETTM WK<m (<d<m vhere E((4<(4 ES$$ K<<a MPPDV = Design Positive Bottom Pressure (bars) ; ((g4g((4 Ed((6(4 K<KG g(/gg(4 MNPDV = Design Negative Bottom Pressure (bars); CREdC4
/ PINF = Absolut. Pressure at the Level of the .enterline of the EI(N(I< quencher arms (bars abs.)
[d<fd K<Gf4 ETEIN$ To convert pressure from bars to psi, a conversion factor of 14.5 psi /bar [<CCG REr(gg is used. CK'<'<<4 [C(CTG [(((((((< A12.6.1.1 Development of Figures A12.6-1 and A12.6-2 (4K(M K(<<<4 MM The maxinas positive botto= design pressure OfPPDV1 is a function of PRDl. This functional relatianship was described in A12.5 and esa be [?f((M su=marized in the following form. 3C.A-202 14-020279
BFS
@>m g)yyy (GE COMPANY PROPRIETARY INFORMATION PROVIDED UNDER SEPARATE COVER) @MA e>2W >>>3))DJ D>M b>>DE ppy)g A12.6.2 Examles WDD2 b>>B)))>'
pyg),33J Given the following input, the design bottom pressures for the four cases
@ MI2' described in Section A12.5.1.1 are calculated:
BRM DD>E Air Volu=e = 1.59 m PhD))))) Pool temperature = 37.8 C (100 F) for cases a and b
@)))))) 49.0 C (120 F) for cases e and d 3C.A-203 14-020279
BFS Water Colu=n Length = 5.42 m
>> D D 3 Submergertce to Centerline - 4.24 m PMD>>>' 2 g))))))))))} Effeetive Po01 Area per Quencher - 548 m for case a and c MM>))) 27.2 m for case b >>>)))33 2 pp)p,)g 54.8 m for case d >>NMR D3D)>>?2 h)))))))))] A12.6.2.1 Calculation of Variables Pe>>D}$
NDM p'))))))))] VAAQ =6.93 1.59 ~
- m>x2 t'D)2
' N' LN'IW = In 37.8 = 3.63 for cases a and b In 49.0 = 3.89 for cases e and d WCL = 5.42 >>D))E . >))))))))))) WCL2 = 29.38 >>>'D))) >D)D)3 >M))))))) 548 ))))))),g Therefore, 20 is used for cases a and d.
AWAQ = 6.93 = 78.52.
>>D>)))>:
D))))))))2 >>/)))}Mr>' 27.2 S)))))))))3 6.93
= .9 r ase b
>>>>>>>>>>3 54 8 )))))))> 6'93 = 7.85 for case c h))))))))M
))).
bDD))2 NMM AWQ2 = (20) = 400 for case a and d >i>5)),) i (3.93) = 15.44 for case b (7.85) = 61.62 for case c ED))>3 3C.A-204 14-020279
BFS PINF = 5 + (0.098 x 4.24) = 1.43 bar for case a, b and d u>>>2 DD>>>>>2 5 + (0.098 x 4.24) = 1.77 bar for case c raam $$))b o i$))))))' A12.6.2.2 Case a - First Actuation of One or Two Valves (100 F Pool DD>E Tec:pcrature) gg g Dh>M1 5'92>2. gg PRD1 is calculated from the equation in Section A12.6.1. DD>>21 D))>>>>'i pgyg); PRD1 = 0.421
&>>>R)2 + 2.58 (0.23 - 0.1706) 22'>>23 pyyyj))y, + 0.1377 (3.63 - 3.83) g pyp,3g
+ 0.206 (5.42 - 4.0)
- 0.0176 (29.38 - 16.0)
YM/)N) - 0.0336 (20 - 20)
>>DD3 py),))))),) + 0.000761 (400 - 400) = 0.604 bars >>>>>>>h>'M >>>>>')33 ')),))3))} From Figure A12.6-1, for PRD1 = 0.604, MFPDV = 0.93 bars. MNPDV is then >NN)2 calculated: #2)>>DJ f$!b 0 MNPDV = 1.43 3 0.93) = 0.56 bars >m2 DDD]
yy,)))))g Converting to psi ve get:
>)'DD3 DD,3E p)p,x)))']) MPPDV = 0.93 x 14.5 = 13.49 PSID M>>D2 >>>%)))2 .>)))))))))y M'EDV = 0.56 x 14.5 - 8.12 PSID 3C.A-205 1/-020279
BFS D))D) A12.6.2.3 Case b - First Actuation of All valves (100 F Pool Temperature)
>bbh1 DDDP)2 IE/))M) PRD1 is calculated from the equation in Section A12.6.1.
O)NIN nmD2 bM)N) PRD1 = 0.421 SBD>>>2 yp3));y,3 + 2.58 (O.23 - 0.1706) END)M + 0.1377 (3.63 - 3.83) Gb)2 b),),))SJ + 0.206 (5.42 - 4.00) df4 - 0.0176 (29.38 - 16.00) D))Mp)12 - 0.0336 (3.93 - 20)
+ 0.000761 (15.44 - 400) = 0.85 bers $D))))3 From Figure A12.6-1, for PRD1 = 0.85, MPPDV = 1.28 bars MNPDV is then @3M calculated:
b3%))))) dad >2
@)))))) 1.28 $))))))3 MNPDV = 1,43 = 0.68 bars (1.28 + 1.43)
PD>D>>3 D))2)>D1
>)))N/)))) Ovnverting to psi, we get:
k}}}}3)D>l BD))3 N))M)))M MPPDV = 1.28 CL4.5). = 18.56 psid
>>DN>3 D))D2]
) MNPDV = 0.68 (14.5) = 9.86 psid
> m >x A12.6.2.4 Case d - First Actuation of an ADS Valve (L20 F Pool Temperaturel_
'f )
abm DD)>3 py))))g PRD1 is calculated from the equation in Section A12.6.1 2
> &>>>>>2
>>D)P)2 py,3py)) PRD1 = 0.421 DDD)) + 2.58 C0.23 - 0.1706).
DD)E
>y)));))))
, + 0.1377 C3.89 - 3.83).
DD)D)2 + 0.206 (5.42 - 4.01
&>3)>>2 h))),))))),3 - 0.0176 (29.38 - 16.01
})D)))M) - 0.0336 O.85 - 201
)')2D)3
),)))))))))] + 0.000761 (61,62 - 4001 = 0.71 bars 3C.A-206 14-020279
BFS ( From Figure A12.6-1 for PRD1 = 0.79, MPPDV = 1.2 bars. MMPDV is then
))))))),3 calculated: @>>W)% >>b2b' k MNPDV = 1. 77 = 0.72 bars p G.2 .77) em WDhn >>>D})D' Cenyerting to psi, we get: $M}/))
DD))P)2
>>))M>3, MPPDV = 1.2 (14.5) = 17.40 psid D D)D:
@ 2 33
>2/}33 MNPDV = 0.72 (14.5) = 10.37 psid VN)h)%
9))DM D MM)$ A12.6.2.5 Case d - Subsequent Actuation of a Single Valve (120 F Pool
$N/))E g))))py Temperature)
?/ENE
>>n> %
> PRD1 is calculated from the equation in Section A12.6.1.
$>)))))))))) PRD1 = 0.421
+ 2.58 (0.23 - 0.1706)
>f>))))))))) + 0.1377 (3.89 - 3.83)
, + 0.206 (5.42 - 4.0)
?))))))E - 0.0176 (29.38 - 16.0) 7/D)D3.
gy),3)))) - 0.0336 (20 - 20) PM/>Dj
+ 0.000761 (400 - 4001 = 0.65 bars
@3/>>}/>2 B)PM k}M2/D>l From Figure A12.6-2 for PRD1 = 0.64, MPPDV = 1.95 bars. MNPDV is then
>)lv3))}})1 g,p,)))] calculated:
//}/
N)IME MNPDV = 1.43 = 0,825 bars (1.95 1.43) ( 3C.A-207 14-020279
BFS >>>>>>>D>2 C g)))))))))y onverting to ps1, we get: /) // MPPDV = 1.95 (14.5) = 28.23 psid p,sy,)))g >>>>>3)>2 >>>>>D))) g)))yyyy ; MNPDV = 0.825 (14.5) = 11.96 psid D>>>>g>>J 3C.A-208 14-020279
BFS
>>>>D3 2 "'9)M eDD2 JR),))))))' NOTE: See equation of this >)],b}})J curve, Page 31.A-203. %22 DDD)>: >>DD2 mm MM1 DDR2 3 '
B)D2s -
&>>D)3 2 D>>D;2 i DDD>3 RDM PDBM >D>M EDM DB2 >BM3 >)))/))))f3 '
0 hMM/)2 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 10
$bhb PRD1 (bars dl y,pp,y,))) Figure A12.6-1. First Actuation Design Pressure Versus Predicted p)p,3yyyy Pressure for First Actuttion k))D), >DDR >D>M >DD>>3s , ppy, p NOTE: See eeuation of this p,g))sy,g curve, Page 3C.A-203.
MM
>>>>D>>>2 >>N D2 2 - >DD21g >>>>DE1 ; >>>>D>>>2 s SED 2 E D>M3i &DDR th>%2 , -
NDR WD)3!
><>RM DbE2 >>D)>2 >5)>>,)>>z i I i i i i i i i 'e - , 0 0.1 0.2 0.3 04 0.5 06 0.7 08 0.9 10 4 / PR O1 (bors dl PD>DD:
(#f({'g Figure A12.6-2. Subsequent Actuation Design Pressure Versus Predicted ggg Pressure far First Actuation 14-020279 3C.A-209
BFS d
+<
[(({(d$ A
12.7 REFERENCES
t<<<<<4 K(E4 EMG 1. Test Results Employed by General Electric for BWR Containment and Vertical Vent Loads, Class III, October 1975 (NEDO-21078) . eaaa E(M rgqqq 2. Safetv-Relief Valve Discharge Analytical Models , May 1975, EE (NEDE-20942-P). KT(<dC4 rK(SCC 4 E(((IN 3. Comparison of Safetv-Relief Valve Model Predictions With Test Data,
'f(d5((4 f(((((<@ July 1975 (NEDE-21062-P) .
$m 3C.A-210 14-020279 72 4,
BFS ( ggqgg ATTACHMENT B KT((C4 t((m (44gg4 Bl.0 SUPPRESSION POOL SF.ISMIC INDUCED LOADS (To be provided by A.E.) KC M ET(CW g4gg4 Bl.1 HYDDSTATIC PRESSURE E(<Ws KC%C(41 g(q((< During both vertical and horizontal accelerations, the hydrostatic pres-E E(N sure distribution in the suppression pool undergoes distortions that lead
- (t<<G
'(((((((((q
( to dynamic loads on the suppression pool boundary. 5(CCEi KCC(4
' (((((4 f Bl. 2 VERTICAL ACCELERATION K4 (d<
K4KTC4 (((((((((4 The following methods can be used for design evaluation. For evaluating
, vertical accelerations, it may be assumed that the normal hydrostatic Ed((%4 pressure increases by an amount that is directly dependent upon the mag-
[(((d(dI4 ggg g nitude of the vertical acceleration, i.e., at any point in the suppression KC((Ci$ pool the hydrostatic prescure P # E "" Y K(W H' KCCCC< (<TCTC(1 [oH h lb P E'd((((f ' E((Tdj H " l\144 (1 +/ */8) in.2 K(<<<<fd ETEM [(((q((< where E((({T(1 K(((({4 3 g(((((qq p = specific weight of water, lb/ft MCM EECC<(<
'(((({(@ E = depth, ft
[((T(((4
' NkSEN 2 K((((4 a = vertical acceleration, ft/sec (d ((tt
( 2 [(((((4 g = gravitation acceleration, f t/sec (<<<CC<f KCt<<4 3C.B-1 14-020279
BFS EIE4 Bl.3 HORIZONTAL ACCELERATION [CCC(<4 K(CT<<(4 I During horizontal accelerations there vill be a non-syccnetric modification ('(((((((< of the hydrostatic pressure depending upon whether a particular surface is accelerating the mass adjacent to it or not. It is suggested tha*. the K(((((((< normal hydrostatic pressure distribution be modified as follows. KCTCC(4 ( x For those structures which are providing this accelerating force, the <<<e gqqg(eg4 hydrostatic pressure at any point, P H, s ghen by
'<<<<<4
( r p , lo H W a/gh lb g(qqg( H 144 144 2 R((K<4 Ktt<<(4 ETI(C4 where r<<<<<<< KtMT4 ENN p = specific weight of water lb/ft ET((KT4 KGM W = width of suppression pool water that a particular point R(($(((4 on the structure is accelerating, ft [C<<M Kett I4[T((((4 a = horizontal acceleration, ft/sec K<tCC4 (Ct<<<1 EM(T/d g = gravitational acceleration, ft/sec ETE4 (CC<@ ETTTCC4 On opposite surf aces, design adequacy is establ.ished assuming both [(@$4 g(((((44 nor=al hydrostatic pressure and no hydrostatic pressure on these E $$$ surfaces. 3C.B-2 14-020279
BFS ( ECM EKES ArrACE EJr C ENE WEIR ANNULUS BLOCKAGE ETT((@
'< M t4 IMM/)))/2 The following figure (C-1) indicates the effect of 0,10, 20 and 30%
b>>/>>D))2
>)))))))))] blockage of the weir annulus on the drywell pressure. This figure was
/))AN))2 obtained using the analytical model presentcd in NED0-20533 (Ref.1) and
>>>>>>23
)))),)))))J was generated assuming that the annulus water associated with the blocked N'))))))N region still has to be accelerated during the vent clearing transient but
, that the corresponding vent flow area is not available. During vent
>>>>>)))))2 y,pp,g clearing, the water in the blocked area was conservatively assigned to
)))f>>>))f)) the unrestricted vent stacks.
>>/
>>>>><>D>l Due to weir annulus flow blockage considerations horizontal pipe routings k/))))))/)})
3)))yyyyy)) should be avoided in the region of 5 ft. above the top of the weir wall. i ( 3C.C-1 14-020279
c. H511111111111111111ll1H111111111111111111 I O N O N N e 4 -
= -E a _
m se MASS CARRYOVER PEAK m a o E
=
u e O 3 n y, VENT CLEARING PEAK tn m 4 e 2 - m
.J .J w
W x O t - o I 0 10 20 30 BLOCKAGE (%) Figure C-1. Weir Annulus Blockage
BFS f f(N48 ATTACHMENT D s<<<(<4 gggg4 DRYWELL PRESSURE DISTRIBUTION KC(t<<4 [C'<<W
'(((g((4
( INTRCDUCIION t((CCT4
~f(f<<<4
'j The purpose of this attachment is to show the resulting pressure differ-f, ential across a given level with some flow restriction assuming a 25%
T((((4 restriction in the drywell. f<iTC(4 (C<<W4 [<(TC@ RPV
\ /
rc<<e<< \
?ce<<<4
<M(4
[CCTE4 x\ s'<4KC4 + s C<Mt4 EC<<<< f((C<(4 , R<<<<< .'N \ (CM4 DRYWELL
\\
5((((@4 g'(gg/4 25% RESTRICTION K<4%<<4 (((((('f O f APV f((CG / K<<<<<4 / [(Q$ 25% RESTRICTION s(k((k DRYWELL
~
$T E <$
?<<((G V '
t<<<<K4 KC<<<<4 rC<<<@ \ ' [ <{(@ KC'(4KC4 KC(((G
, g4eg(444 The greatest pressure differential would occur during a steam break. lhe
[C(<5E flow rate is:* K(4C(4 (E<<<< 5kNT4 bf= 28,200 ' 8'" at t = 1 see h = 546 f((q((((q see f lbm I(C<KM< Id(d(IM E = 1,230 lbm *" h - 1,190.9 ('((((@{ g sec g lbs I KT(<d E<<(<<(4 ((IN
- Data obtained from Table D.1 3C.D-1 14-020279
BFS The quality of the break flow is: . 2 23 m @)D)] X= *** = 1,230 IM/)3>2 total D)D>>>2 @Bb:
- )ME X = 0.0418 BD>>2 D>>>>M VED>>2 p,)p,)3)y; From the quality, the enthalpy of the break is:
>25))))2 >>>32)>3 gy);p,))] h = (1 - X)hg + Xh >>>DR EDD>>2 ))))))}} h, = (1 - 0.0418)(546.0) + 0.0418(1190.9) D>>>D2 EDD7/3 Btu b))),)))))] h, = 573.O h)}}/3)33 >>D>>>M Assuming constant enthalpy process and a final pressure of 14.7 psia, the b>>>>>)))/>% final quality can be calculated $>>M3 >Mv)D) >>>M33 h =h - (1 - X)h pg))),)) o 8 f8 B>33 D>>><>>>><3 572.95 = 1150.5 - (1 - X)970.4 USN} >>>D>>>> D/)D/)))<3 X = 0.405
>bh EN Using this quality the final specific volume is D)D>M n>r2 v= (1 - X)vf+Xv g
>mm3;
= (1 - 0.405)0.016715 + 0.0405 (26. 80)
?dD)>M
$>>>3)>3 3 y)p,py v = 10.86 ft /lbm 3C.D-2 14-020279
BFS Id((T@ [(q((((4 The differential pressure is then calculated using the following for=ula: [<<<TC4 (II($TI$ E2 ('(W(( AP = 1/2 kov2 but v 2 = 22 (((((((4 pA NKCC(4 K<<CC4 ggg Therefore STTCM 2 E M C4 m gg4(qqq aP = 1/2 K IT E C< A^2 t<<<<<< MCC(4
;(g g/g where One A is the remaining unrestricted area '(<<<<<4 ECC(4 g
m
^"A nmen .75
{('((((((j A = 0. 75 (3402. 0)
), A = 2551 .M. >>>D>>>2 >>))))),3 and K is the loss coefficient. This is maximum for an orifice. >M M p m >2; &>>>M)3 K=
2
= 2.778 bDD3s 0.6 D'b>>>>'
>>3D32 N2M)'))N Iherefore we now have
))
p,)))'3),)' lbm 2 Ft 3
,430 (10.86) sec 2 nm AP = 1/2(,2. 7781 lbfsee 1 ft >)/})')))))/3 2551 2 4 32.21beft 144 >>>>,>>>>>>y ft in.2 PD>D)'S - . >>>>>>>m >>)))))f))))] = 0.433 psid k))M/>)))
14-020279
BFS SAM 2 Table D.1
>>2a g)))))p))),; REACTOR PRIMARY SYSTEM BLORDOWN FLOW RATES AND FLUID ENTHALPY bMN2 MAIN STEAM LINE BREAE BW2 EN/D Liquid Liquid Steam Steam b>E. Time F1ow Enthalpy Flow Enthalpy })NN))) (sec) (1bs/sec) (Bru/1b) (1bs/sec) (Btu /1b)
Sj 0 0 551.6 11,540 1190.0 0.203 0 549.2 10,650 1190.7 h))),}}))) 0.204 0 549.2 9,960 1190.7 0.99 0 546.2 8,840 1191.4 b>>>>DM 1.0 28,200 546.2 1,230 1191.4
)) 2.0 27,800 548.3 1.231 1190.9 >>D>>>>/>] 3.0 27,450 549.8 1,390 1190.5 SD>>>R 3)))p),))) 4.0 27,000 550.5 1,560 1190.3 kW)/>>>' 5.0 22,660 550.5 1,454 1190.3 b>>>>>>>>>2 g),))))),)))] 10 18,000 546.2 1,800 1191.4 b>>>>M 15 15,400 533.2 2,220 1194.5 9 B))D>>>2 b))))))))] 20 12,270 513.2 2,435 1198.7 25 9,030 485.7 2,387 1202.7 @),)f>>>>j] 30 6.060 450.7 2,110 1205.3 35 4,150 410.0 1,590 1204.9 k>f)))))))f)] 40 2,750 370.8 1,128 1201.4 f))[')))),f 45 2,082 333.0 750 1195.5 >>D)))3 50 1,843 300.1 460 1188.2 h)h SED 3 35 60 1,736 1,665 274.7 280 1181.6 256.5 180 1176.3 W92R gg)))))) 65 1,635 246.3 126 1173.2 >h>?/>>25 70 1,585 237.7 93 1170.5 b)ED)3 g)))py 75 1,545 231.4 70 1168.5 N/>DD) 80 1,510 226.3 56 1166.8 %)>/>>2'))
P,,N),N>w 85 1,472 222.7 45 1165.6
" ~4 90 1,430 220.9 37 1165.0
>>> 95 1,390 217.0 30 1163.6 ggj 100 1,355 215.0 25 11e3.0 gg 105 110 1,330 1,300 212.9 21 11e2.2 p,y,)))) 210.7 18 1161.5
>>>DM 3C.D-4 14-020279
4
%'*>&9 /g, A,
\ ~ s'#++ Yp llllls*##
,_e Ev <e 1,em '+
TEST TARGET (MT-3) 1.0 lf a LE E!isE u ?? lGa LA 1.25 1.4 1.6
= s~ =
MICROCOPY RESOLUTION TEST CHART 4I,$rI,4 3
't';['& .
o 'N 4 4 4
4 4 4+%% ,p% 4A
++ , ee Ev <e 1,em TEST TARGET (MT-3)
'+
1.0 lf[ Ea y k,y
; !!!lE l.l [m He M
l.25 1.4 j l.6
= s- =
MICROCOPY RESOLUTION TEST CHART
#4~%4 4A 4 44 A s4\
4)sr#l+#>
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,#$,g&%,*
fgb
BFS Table D.1 (Continued) EC(CC< At the end of blowdown these rates are as follows :
- C(<<<<
TCcC((4 E'CTC'(4 (({(({4 Primary System Liquid Flow Liquid Enthalpy g4ggg4 Time (sec) (lb/sec) (E tu /lb) KT<<<4 KC W 399.98 2755 177.8
. 400.00 2755 177.8
[(((q((g 800 2755 162.8 1400 - 2755 156.3 K(<'(((((< 1799 1720 156.8 1800 1720 157.8 ((('(((<4 2400 1720 163.7 hhj3500 1720 161.8 EC(<(4 10,000 1720 152.7
'(4((T4 w 4 g(qgg4 2.1 x 10 1720 148.7 5
Ed M 1.0 x 10 1720 126.4 f(CECG 5 ('q(((q(4 2.5 x 10 1720 114.3 5 Ed(CC4 5.0 x 10 1720 106.9 5 d 7.5 x 10 1720 104.1 1.0 x 10 1720 102.2 14-020279 3C.D-5/3C.D-6
BFS
) AITACHMEla E pppg DRYWELL NEGATIVE PRESSURE CALCULATION ED3&E WDM
>)))))by INTRODUCTION >>>>>DE >>>>D>>>3 pp>y,))))))] The purpose of this attachment is to document the very conservative
> cethods used to calculate the negative drywell pressure that could occur f>))))))))] af ter the reflooding of the reactor vessel. It is a bounding end point calculation that leads to the maximum theoretically possible negative
> >< pressure. $>>MM DDD)M CALCULATION >)DD)3 DD>>3 h>M)/>D3 Somewhere between 100 and 600 see the ECCS system will flood the vessel SD}D3 pp,))g causing instantaneous condensation r_' steam in the dryvell. At this time >)D)E all the air initially in the dryvell will have been purged into the con-b)ED3 )))))),))))3 tainment. To evaluate the containment pressure at this time, the initial bM))D is needed. >>DD% quantity of air in both the drywell and containment >>DD3 bbE$ Initial mass in D.W. h2BE >>>M)))); D>))))$ (P - Py) V DW DD>>3 M3g = R BDD3 T >D>m P3DM D>>P3 where BDD3 M>D2 P = Pressure in D.W. initially = 16.6 psia ==>> Py = Partial pressure of vapor = $P,,g DD))/))) NNN'E R = Temperature of D.W. - 135 F >)<DM >>>>3D)3 NDE ft-lbe b3M)3 R = Gas constant = 53.34 lbFOR gg R&B1 3C.E-1 14-020279
BFS (T(E vgy 3 ggg4 - volume o.W. = 274,500 ft
&< 4 = Relative humidity = 0.40 RCCC4 t< CRC ((
('(((((( P,,g = P135 = Sat. pressure at 135 - 2.5365 psia f
' (((TC< Therefore (CTM KC(CC(4 ECW((4 [ 16.7 - 0.4(2.5365)] (274,500) in.2
' M ~
DW 53.4(540) 2 f reae< ECCCTd M = 21,501 lbm of air ECTC(4 DW (C<<<T4
$(N M Initial Mass in Containment rWCC(4 K'dCT4 f '((TC4 (P - Pv) V cont sg(Q(q g , # '/ f< Con IC KC(T(4 'T(TM ,((T((( where
[44[C(4 tec<s [((<(T(4 P = Pressure in containment initially = 14.7 psia (C'C(E4 (CT((4 KET({4 P# = Partial pressure vapor = $ P ETEC4 ** KCCC<f
$(ED V = Volume of containment = 1,138,750 ft E(E(C4 eont KCC<<<
ETET4 ft-lbe [ggy R = Gas constant = 53.34 lbFOR KC<(C4
<<C(C4 T = Initial temperature = 80 F KCC<<4 4 = Relative humidity = 0.20 5T(CT4 gggf, *P sat = Sat pressure = 0.5067 psia KCC(CE<
3C.E-2 14-020279
BFS I
- < CTG ETT@ { 14.7 - 0.2 (0.5067)] (1,138,750) 2
(( 53.34 (540) 144 E<<<<4 Ed@ M = 83,110 lbm of air ET($T4 eont KCC<<'<- MMG KCC(CG K(((((((< From the above air masses tac post blowdown containment pressure can be EC'dC<( calculated. gg ICTdG [((((<(4 P = [MT4f8 coat V c +* sat f((('@ WK @ ER((4 [<CC(4
, ;q(4(q(((< EM -
Sum., tion of initial air mass in cont and ETI(C4 EsEM D.W. = 102,645 lbm air KC$t<1 I($T($((< ((((((($@ R lbm-ft
=
Gas eonstant = 53.34 (<{TC43 lbF R ECC(4 T = Final temperature = temperature of pool = 170 F (<<<((4 V = Containment volume = 1,138,750 ft 3 eme s(CCW g(4gggg $ = Final relative humidity = 1.0 K<<M ECW gqg(g P sat
=
Saturation pressure at 170 - 5.990 KT4Kd(( C(CtCTS 3C.E-3 14-020279
BFS EM fh M(C p C "t 102,645 (53.34) 630 2
+ 1.0 (5.990) ggggg4 (1,138,750)l44 in j
[gg((((g ft EC(C(4 M ((4 ((qg(((< = 27.025 psia
- (<(CCC4
'f<< M (f(((((T4 To evaluate the minimum drywell pressure at this time the following assumptions are made: M gggg, (1) All steam in the drywell is condensed. [T@T4 [(\kk(4 (2) ECCS flow out of vessel is at temperature of 170 F.o
;qqqqq EC((4$
t<CCC(4 {gg(4 (3) Assume all the air has been purged out of drywell pressure. EE(4
'"C'<<4 gggqq (4) No vacuum breakers.
[C(Cfi<4 r(<<(t(4 [(((((d Using these assumptions the final drywell pressure is equal to the saturation pressure at 170 F. x<<<
) P DW
~
sat ma RC(<t l70 KECC(4 ggg g Therefore the negative pressure load across the drywell wall is the 5C('(((4 difference in the final pressures of the containment and drywell. W%%<K4 EEC(4 LtEC4 P D
= P DW
-P g((4g4 cont KCCCC4 (CCCCC
('g(Vg4 = 5.990 - 27.025 K<<<tm
;t<<<<4 g((((< = -21 psid KCCCd4 K<KT4 3C.E-4 14-020279
BFS TC((@
SUMMARY
KCCT(4 (%%d The above represents a very conservative bounding calculation of the maximum theoretical negative pressure. [4EEx4 The assumptions that noncondensibles return to the dryuell via the
)N 7
;}h,) vacuum relief system and that the steam temperature in the drywell (G<f((1 instantaneously drops to the suppression pool temperature are both very
\(C( conse rvative. In addition, the real estimate of relative humidity in
( containment is 50% rather than the 100% assumed. m. (<<t(C4 (('((((((4 An evaluation of the probable transient condition for this phase of the E(%K((4 gg LOCA leads to the conclusion that the realistic t.egative pressure is less d' ((((((4 than 8 psi. 3C.E-5/3C.E-6 14-020279
BFS I b>2>hh
@>DM ATIACHMFSI F I)'k) WEIVELL ASSUfMETRIC PRESSURES em >>>>3M ))))))'))g INIRODUCTION >>23)2 b'D>>>>>2 p)))))))] The purpose of this attachment is to determine the pressure gradient under the HCU floor during pool swell due to flow restriction at the HCU level.
B>>>>>>' CALCULATION
>>>>MM.
During pool swell the following conditions exist in the wetwell.
> ? >>>>> >M pg)3)) AP gg = HCU floor pressure differential = 11 psi >'D>)R>2 >>M/>>>3 A = Open area of HCU floor 2 g)}),')))) HCu = 1500 ft f)D))'$
e>D>2 X-Seetion area between Poo1 and HCU Floor = 400 f t 2 X =
)))}})))) A N/D/))3 (Vertical plane)
P))DM D>>>>W k = loss coefficient through floor =5
.2m 1
o = density of flow through floor = 20
.3m e DDM
/> From this information the flow rate through the HCU floor can be pg g)) calculated.
h)/D/))))), f$$N M HCU"h/2aap, y
>DD>>>>'i >D>>>Eli YNA>M /
p,)),)))))))3 = 1500 2(20)(11) 144 in 2 [32.2 lbm-ft 2 2
)))))yyp)] 5 ft lb-ft-sec j >>>3)D'1 /
()f)} = 958,968 ,1bm < eda B)D)2 3C.F-1 14-020279
BFS DMb>>3 bMM3 In order to calculate. a differential pressure. undar the. HCU_ floor, b)D)>3 hypy),}) assume a 25% restriction at tHa HCU le.ye1. >>>>>>33 gy - 2ss aEsTaicTioN D>>>>>'l >>bD>2i s >>>>>'b'M
- D>>>>2
>>>>>>D1 >3)DD) >DDD>: >>hpn 92)> : >>>DD1 >>>>>>/>>>3 )))f)))),% DRYWELL CONTAINMENT 2>>D3 Using this 25% restriction then 1/8 of the flow will be horizontally p)))))))') diverted in both dire.tions. s la FLOW p>D)M \ b>bb1 SD>>>>>' [ \ D > >2/>1 %')/%M )))ppj)))f] \ 14 FLOW 1&>DE l NN\ DD>>J WDER >>bbE B)))D3
>>2D3i
'[ff,h This horizontal flow rate is ,mox >2M . wh'9h3 .
%cU
>>>>>2 % e
$5 h b ))D')
>>a>>2 - 958;968 emmi 9>mm 3C.F-2 14-020279
BFS 5>D>>D't VN))N)) - g')')))))))] g = 119,770 ,Lsa, DD>>3 b>>>D>'2 Assuning the density is constant and using the above flow rate, the 9)f>')))))) differential pressure under the HCU floor due to this restriction can
)kfnowbecalculated. >>>=
S)D>2 D)>>B v2 A 2
))) g g y AP=Kog but V 2 = A=X 0 2,^2 SD>D)2 >>D>>>>3 %%%'1 S))D3>'
K(p) A 2
>>>DR y'))))D3 2(g)o2 (X2 )
i 9)D>>l ED>>3
>>>>A>M 1 (20) 119,770 ft b>DD}] 2 '
33)))) 2 (32.2) 202 (400 ) 144 in'
><> D 3 ?' >>D/>D3 p)))))))'$ = 0.483 osi DD>>>1 DD>>>2 >>>DD2 h>MM
, 3C.F-3/3C.F-4
BFS ! >B)>>>2
>>>>>D))) ATIACHENT G b/N'N WATER JET VELOCITY PROFILE &>E2
- >>>>>>>3 INTRODUCTION
.mx
) ) Assuming unifo m incompressible flow in the exit plant of the. submerged
$>b>>>3, vents , the velocity profile of the water jet produced during vetn clearing
#>>M yp))33 can be calculated.
>>D)M
>>>>>>>>>>2 p)p3)p) The general information and equations in the following development are h)DD>2 referenced to Section 12.1 of "The Theory of Turbulent Jets ," G. N.
>>)))))3
.))),g))) Abramovich.
>< >>>>>2 E)'))D)
>))))')}}} CALCULATION OF JET DIVERGENCE ANGLE
>DD)>>3 W))))>2
>>)))))))))) From equation G-1 the angle of divergence the initial region of the jet EU)))))))))
>>>>2E))).
>>>DE
>>>DM tan a = 0.1451 p33)py 1 (G-1)
$)3)>3
&>M))>1 ~ o
>2)/))))) *1 " 0
&2E)>3 -
D Ni g,g)),) Once the transition regica of the jet is reached this angle will start NN))22 to increase antil at the beginning of the main region of the jet angle WS)N) pg pyg3 is given by equation G-2, DN)>>>3 ik%EE 33)>3)3 tan 2 - 0.22 (G-2) PDD>2
% o DD)')))) a 2 - 12 D>>M DDR
( * ~ 14-020279
w BFS M C11 {(((({f For a 27 inch diameter vent the length of the initial region is given by jK{'{j< equation G-3, t<<<<cs L%<<(44 x [<C<<'d (<M((( R 1=8 (G-3) '<MG EdC"4 KK<#@ gggg(44 where: i2E(((4 (CCC(c4 X7 = the length of the initial region ma g{gg R9 = radius of the vent f4M4 [(EK<<1 27 f<<<<<4 xI =
*8 g((((qg 12*2 ET((<(4 Ke<<<<
((C<T@@ = 9 ft. $$54L$ kcC<<Cd
'CW<f(@ Since for two dimensional incompressible flow the coefficient of non-KC<<<<4 ggggg uniformi. y of the velocity field is 1, the length of the transition E(C(Cd region is calculated from the following equation.
t<<<<<4 M<<4 EC<<< < (d(<<<4 q X
= 2.35 1 - 0.86 (G-4)
LE<<<<1 I (CCE<t KCCC(4 EC<<<<4 whe re K<<<<<< [<<<<<4 hhhhh4 hr = length of transition region which includes the initial RCC<<4 region t<<<<<<4 K<<4C4 ((<(((<4 yI = 9 (2. 35 - 0. 86) ECCC4 KC(C4 KCCCT(< X = 13 ft. (({(((4 II W<<4 ET(5E1 Figure G-1 shows a layout of tSe above calculations. 3C.G-2 14-020279
BFS [<<<<<<4 r((g4 CALCULATION OF THE AXIAL YELOCITT EET((< EEC4 gqqf(q Assuming a discharga velocity of 30 f t/sec Goundary value. from bxEN [EC(T4 Figure G-2, except for small time. periods Before vent clearingl a [(((((q boundary layer thickness of ss ( K((((4 6 1 = 0.5, and E = h = *g = 0.889x; E(ET(4 o E((YM K(cccc4 g,gggg where x is distance from vent the. axial velocities are obtained and tha [((T(G results are shown in Figure G-3. C((t<4! [<<<<<<4 E(E(4 MASS FLOW RATE AVERAGED VELOCITY KCC(<<<
?<(<%<(4 ETETI@
KRM With the same assumptions, tha mass flow rate. averaged velocity is ((((g((q obtained from equations G-5 and G-6. Equation G-6 is used througEtthe. EITE(kT4 [(E($ transition region and G-5 is applied in the main region. THese two (
'(((((4 equations are: 'K<KK&4 KCt%K4 Ed(M _. U> ~
KC((((4 U c2
= = 0.52 (G-5L
{g(((q U m Kt(E4 KCCC4 ((((((4 where: E'<C((4 KTC 4 5'(CEC 4 U c2 = mass flow rata averaged velocity LCCCC4 KtC(4 5CCTI4 U* = axial velocity obtained from Figura G4
$(s4ET(4 ?<4%K(4 IT(IS$4 U c2 K(EC4 = average velocity af the jet CMC 4 3C.G-3 14-020279
BFS For the main region equation G-6 is applied. os a
>3%%% y >>D>>>>2 17 . c2 , 1- (c-6) >>>>>>>h>'i c2 U q' bWh3 >>>>>))>2 DD>>>> >)))))py) where: >>>>D>>3 >>D)D)3 )))))))))y U, = initial velocity at vent exit ?>D>>>>2 F/>>>>>>>2 y))))))))3 U 2 = mass flow rate averaged velocity >>> >>M >>)))bb>,
' h))))))))J q' = dimensionless flow rate
>>>>3>>>>3 V'bh>2 )))j')})j)))); The results for the mass flow rate averaged velocity are shown in M))))E Figure G-4.
xssssssw 3C.G-4 14-020279
BFS W(<"e ldC(O', KC<<64 ?<<<<<4 KMC4 (<<M4 KCEC4 (CT<<<4 KC(%<< Yt:(<(4 MM K<CCCC< .WKM KCCM Kt<tt4 '2* f(sC42 tt<t<4 8 [(W<<< T KW<<4
/
- (<'< et R E 4! --
LTCC<<< ECCC4 VENT CEtKC(4 t<<< m KMK4 MCC4 _ _ _ _
;<de K<M _ __
retts Ltt<<<< (ECM
/ 13.41- :-
e< K1ET(1 E(CM4 NOT TO SCALE [M E4 KEM K<<<<4
;< M <<< ;(C4<41
[<M@ t<w<<< RMG ECCEt LMc<< EM(d t2
'gy%4g Figure G-1. Water Jet Divergence Angles 3C.G-5 14-020279
111H1111511H11R111lll151111H111111111515 b. A y THIS FIGU3E GENERATED USING ANALYTICAL N MODEL - NEDO 20533 (REF 1) g _ TVC - TOP VENT CLEAR MVC - MIDDLE VENT CLnAR BVC - BOTTOM VENT CLEAR 60 - TOP VENT ! I I MIDDLE I VENT l
$ e -
I g $ I l h 8 I i 4 g soTTou VENT
> l ,
m E x _ l l s l M l l l i i I i I I i m - 1 I I I I I l l l l 1 I
- l l 10 l l l
l l 1 1 1 1 I I I
, I I I i l i l i l l i TVC MVC BVC 0 0.2 0.4 0.6 0.8 10 1.2 1.4 1.6 IE 2.0 TIME (Sect Figure C-2, Vent Velocity n,,
91h $$
= 8H111111HR115H1111BE111HH11111RH11R o $ 40 - O e 30 -- C U u 3 P y 20 - 1 5 $ E o 10 - o l I I l i I I I t 0 2 4 6 8 to 12 14 16 18 20 22 24 DISTANCE FROM VENT (Ft) Figure G-3. Water Jet Center Line Velocity
1HR1R181115111R11ll11ll11111lllll1111H11H1 a E O e ao 1 2 E 8 g 20 - 0 M $ h I a 1" a 5 5 d 10 -
, I l i I I I I I I I O 2 4 6 8 10 12 14 18 18 20 DISTANCE FROM VENT (Fel Figure G-4. Mass Flow Rate Average Velocity
> $b k
BFS
))))),3 ATTACHMENT H gj
SUBJECT:
WEIR WALL LOADS Dr1ING DRYWELL DEPRESSURIZATION WDM METHOD
%'D)h: >DR3 The calculations of the velocity of the water in the vent system during the >>>>>>2h3 negative drywell containment differential pressure are conservatively calcu- >>>]h8 y,)))},N,)))) laced using the network shown in Figure B-1.
The explanation of this network N)DM is given in Table H-1. The particular values used to determine the velocity BD)D' g)yp,))as well as the unknowns are given in Table H-2. Neglecting inertial terms the equation for each loop is obtained by using the formula, aux E))D): - 2-EN>DD)3 Iap - P 7g %
>,)')),)))f)] 2gc -
\A/ ~
BD))/3 2 23
))),')),))'$ The equations for the three paths are D8h/))))2 %)/>>>>>>2 >3)D),3 -
2
** 2
>> 0.5 + (6.35a
~21.0 = -3.25 + 2(32. 144) _
2 +1.5a-0.75)(1.0 Yb))/>)))) 2-h'PDX
>,M)))))' +(m T
\ 12.0 /
+ 5.71 D33)))) -
D)D}}D' - D}DD) 62.4 bm b N)M/>>>j 0.5 b 21.0 = -5.20 + 2(32.2)(144) + 6.35 ,
+ 1.5 ,
- 0.75 SD))D))
+ (1 55a - a ) (-[0 +
1.0 + 5.71 + 1.95 k)))))))2 -
~ >'> 5 2 6L4 1-a-M 0.5 D'9)))q?,)))))
es ,) 21.0 = -7.15 + 2(32.2)(144)
~
4.12 + 7.10 ((1-*~D}"2 12.0
>>)MD)
ER)') kN1 /bT /b\ 2 (_m / D))D>))))
+[1.55(1-af I(l-^)") + (1.55a - a )
( \l-a) \12.0 \ 12. 0/ 31 . g .,) '~ . 5.21 1.e3 1.e5 3C.H-1 ' 14-020279
BFS )))3l))'), These three equations are sc ived simultaneously for the quantites a, b and m. The velocity in the vents can be calculated using the equation >>D>D3 92>>>}2 msa ggy v tcp
=
4.12 b>>2B2 p>>D2 b* v = pyy,,py mi 4.12 >3 E E >>}}}D3 " (l-a-b)m NIDN)) bot 4.12 bDB2
- 2b52 D
' )MMA The impingement force on the weir wall (behind the individual vents) can M/%%'s b))3));'))) be calculated using the equation for momentum loss; >>3D>>3 k>>BN DM>>>33 2 yA b3)))2 F =
8" m>a): b>>>D>>>) DDDX .)y g)))3R esults: VEMN)
>b2D>3
>>DD)2 fU V = 37.91 =40 )))))),))))'$ top sec b)?$))b D>>>RD3 >)))))}}) V = 32.09 = 35 ,ft, mid D>D))), SED 3
) V = 26.65 =30 ,t bot k)D>>>3 bD)DM bR)))>] F top
= 12800 lbf
>)'$D)M) s s F mid
= 9800 lbf
( F bot
= 7200 lbf 3C.H-2 14-020279
BFS Table H-1 k) 3 M OM}})2 1 Pressure due to top vent submergence
@D3 g))pg)) 2 Pressure due to mid vent submergence I))MD3 3 Pressure due to bottom vent submergence web 1
))3g)] 4 Loss at entrance NMh3 5 Friction loss D}}}})DM gh)))))) 6 Loss at Tee junction 7 Loss at entrance h)))}})j))] 8 Friction loss D)>2h3 9 gg Loss at Tee junction
>D))/>>)] 10 Loss at entrance
?dbb)E g g) 11 Friction loss D))/)D3 12 Loss at Tee junction DM)M3 pg))33 13 Pressure loss due to elevation difference between bottom
.g)g)))y and mid vents O)><>})3 14 Friction loss D/3)))'))
)),))},))))) 15 Loss in Tee junetion
'( 16 Pressure loss due to elevation difference between mid and top vents
@,))'b))) 17 Friction loss
'b 18 Loss in Tee junction
> )> 19 Pressure loss due to elevation difference between top j))}}<>)3 vent and top of vier wall
>>DM2
)
g))s,,yy,) 20 Friction loss
@))))/)3 21 Loss at Exit h/))/)~kE 1
3C.H-3 14-020279
BFS Table H-2 h)))))))2 F))))M , AP A Q K NBD3 )))273)) 1 -3.25 - aM - D)N'N-mm 2 -5.20 - bM - SDB/>>3 3 -7.15 - (1-a-b)M - 4 - 4.12 aM 0.5 >>DD)>2 5 - - aM 0.O D>)D}}3 y3)))))))] 6 - 12.00 M 6.35a2 + 1.Sa - 0.75 PD)/7M 7 - 4.12 bM 0.5
>D>>393 py)),))g)) 8 - -
bM 0.0 SDD>>>>3
),)))))'g] 9 12.00 b b (1-a)M 6.35 _
+ 1.5 _
- 0.75
>>>>DM
}))))))))] 10 -
4.12 (1-a-b)M 0.5 {g 11 - - (1-a-b)M 0.0
)))))))))2 12 -
12.00 (1-a-b)M 7.10 fffg 13 1.95 - (1-a-b)M -
&>>>,>>>>3 14 - -
(1-a-b)M 0.0 b2DM 2
!?tD3M 15 -
12.00 (1-a)M b) 1,55(1-a/ b\ gg,))] \ _[1-a/
\ >>D}3>3 16 1.95 -
(1-a)M - b3RD2 p)}gypj 17 - - (1-a)M 0.0
>>D>D>>3 18 -
12.00 M 1.55a - a 2 Elm bD>>>M 19 5.70556 - M -
>N)N 20 - -
M 0.0 kJDE t),})3)] 21 - 12.00 M 1.0 t AP - Pressure Drop due to static head b,3@,)32 A - Flow Area
, Q - Volume Flew Rate MM),l K - Loss Coefficient (from Idel Chik) >> 2 / 2) h! D D ) AP =
2qc P
= - - - -
2qc l IK !\A/ l h)))))3 ( j
),)MD) p})))))))) a - % of volume flow rate through top vent ) b - % of volume flow rate through middle vent h)))))))))] M - Total volume flow rate throagh the entire vent system b>D2)3 3 C . ll-4 14-020279
BFS {"'"r?j g h' . ,- rP c;A \x ( Ek5d UfD;} SURFACE AREA - WlER ANN. E54,192) NUMBER OF VENTS
= 4GO f t2 '
h SAM
=120 '
/
\
SURFACE A9EA PER 3 VENTS = 12 f t2
^
W k'fM OIAMETER OF VENTS = 2 7.5
- h \
5+ --[2 AREA OF VENT CROSS SECTION = 4.12 f t2 - WlER WALL HEIGHT = 26'1' @ h Oh th,N)j WL HEIGHT tv.wxy ( TOP VEP'T HEIGHT
= 205"
= 1211" 7 (MIO VENT HEIGHT = C's" 5 kIhg (BOTTOM VENT HEIGHT j S PC-PDW
= 3 11 *'
- 2I P
\ N\
hh h h h 'ff k h % % \y\ xs'\s 3khh\\\%\%\%\%N M)>3), CMM
$$$b$E D*
MD>>>' D3'Rii s. m31 RO DB>M D3M3 -- - EE'3M es33 k@ "c i*5 21 DME k@ @ gg - - fO
!*M3 k@
tam
$N$3 yO sERM $g <?
D3 M's MBBB N k@ @ @ P2M M Rem *
- REM >
W M1 <0 i>M3 em O g@ ESS'! m um B' M k @ m>>>3 @ O @ my .w w w /
!bbh h)))));3)j Figure H-1. Mark III Vent System Network D'DR2 14-020279 3 C . Il-5 / 3 C .1:-6
BFS ATTACHMENT I s POOL SWELL VELOCITY E!MG
'f's Early in the Mark III program it became necessary to establish an upper Pl@ $,3 bound pool swell velocity. This was accomplished by conservatively assuming NITOBE g g g that during the pool swell transient the top two rows of vents are open with D $ 3Q air only flowing in each (air test data shows that breakthrough occurs just f j as the second vent opens - See NEDO-20550 Ref. 7). The pool surface velocity @ M ID was then calculated using a simple volumetric flow rate calculation.
DS!3 fS3i!!! OM2'3A The following is a summary of the calculations:
?!'NE$$
E3E#k1
$35 INS}3 Using the 238 reference design, the total venting area between the dryvell $$$$3 )]>p,g and containment is 481 ft ,
thus the area for two rows of vents is 320 ft 2 , wmg Assuming that during the majority of the pool swell transient the drywell
}p, g pressure is typically 35 psia and the pressure of the air in the submerged bubble is typically 18 psia (atmosphere pressure plus 3 psi hydrostatic ),'jf;?M} pressure) then the pressure ratio across the vent system is 0.52. $?>}kW EM Sf$$$})'s Under these circumstances, classical compressible flow thecry for flow in $!$!T$h)$
g g g ducts with friction will give an inlet mach nu=ber cf 0.35 for a duct with EM, M a total loss coefficient of 3.5 (this is the Mark III value used in SAR W!MS
;),g;s;;g calculations) with drywell stagnation .onditions of 35 psia and 300*F NNNES (adiabatically corpressed from 135*F initial conditions), this gives an air t'M,,'jgj mass flux of 54 (lb/sec)/ft2 or a total flow rate of 17,300 lbm/sec. Assum- @'),NMingthat @; '}$$2 the temperature of the air in the bubble is equal to the pool hh'j33N temperature and using a pool surface area of 5900 f2 t gives a pool surface '[ velocity of 34 ft/sec. For design purposes, this was rounded off to 40 ft/sec DR'@'M),' to cover such uncertainties as bubble temperature and pressure.
El'"$$ 4 14-020279 3C.1-1/3C.I-2
BFS EM ATTACHMENT J thb3B E')))))), g STEAM TUNNEL POOL SWELL DYNAMIC LOADS I)bkh
??ES$$>)
iB2F1 lhWM M223 20t>B r#sEh
$2MMi t?MS eggxs L v, a h -
a.$$ Rid 3$3E5 GB B%'B EM MMG M!K4 ww4 9; . . . ,,,.. i, 4EWW EM (NG 5Eb ATTACHMENT J is PROPRIETARY and is provided under separate cover.
'MES 6 \ 3C.J-1 through 3C.J-52 14-020279
BFS GIM D3Ms! ATTACHMENT K ,G%% Up'}})'jjj RESPONSES TO NRC QUESTIONS
}3$$$$$
h$iT83 wm The following are responses to questions received in March 18, 1975 letter L& ssunu [sD2Q from J. F. Stolz:
$3d55 ES3'J2$
iL D 3 QUESTION Kl.1
$$$$N'M MEM !D2 Mi Provide large size plan and section drawings of the containment which illus-3ME'E!
g g trate the structures, equipment, and piping in and above the suppression pool. I7P'"92) All equipment and structural surfaces which could be subjected to suppression W12$5 p g g pool hydrodynamic loading should be specifically identified and described on S'l@IS'$l these drawings. REB'?] Gl$'sMii NM ANSWER TO QUESTION Kl.1 EG wwm
's/El'h'.
s X4 PE3'p'] gg This input is the responsibility of the containment designer and is provided R@}j$ in Part II, Section 14. II!833)) n',% M'f7@)$ QUESTION Kl.2 D' IDS
$F'"'@'? $3h'!?'8dl Provide a graphical chronology of all potential pool dynamic loads which @'@'j g % identifies the source of the load (i.e., pool swell froth impingement), the E #"3 time interval over which the load is active, and the structures which are I!>Y**j$3 g yvi affected. (Reference GESSAR Response 3.82.)
g@h'g
) ;,793h $g pg ANSWER TO QUESTION Kl.2 >M]Wl ttt> m >}jit,'p,'$ This information is presented in Sections 2, 4, 5, 6, 7, 8, 9, 10, 11, and mum g4g((i' w as 12 of this report. The discussion consists of (1) a t'escription of the phenomena )'M@j associated with the LOCA and S/R valve discharge, (2) t time history depiction gjy '9th'@gj' of the phenomena as related to weirwall, dryvell, pool bottom, containment $>\,'f#>'!! shell, and structures at or above the pool surface. Th'.s information covers i
g%%%g$
,gg the small break accident intermediate break accident, and the DBA LOCA as $%3'M well as potential S/R valve combinations. For each phenomena a load profile is D3M g),g specified for the various structures and an identification of the basis for the @)M M loads as well as justification for the value is indicated.
3C.K-1 14-020279
BFS EMD2 B'EE py gy} QUESTION Kl.3 W2%)'k (f fBl139 ' pg}g) For each structure or group of structures, provide the anticipated load as a N)E f $ N & unction of time due to each of the pool dynamic loads which could be imparted gjs'JS to the structure. %E))h?M UNENA $$,*M3 ANSWER TO QUESTION Kl.3 @)MED$ 219#x3 SM73,'7] This information is included in this r port as discussed under item Kl.2 above. ?322}Y233 SlE$dd hWM),2 QUESTION Kl.4 hYjh3 DND'il 5$N N N For each structure or group of structures, provide the total load as a function E$M'53
;3;gp,3 of time due to the sum of anticipated pool dynamic loads.
BEM D2! E ftqR'))); ANSWER TO QUESTION Kl.4 Wih% B256 M23%}3) This information is included in this report as discussed under item Kl.2 above. The loading charts in each section identify all the individual loads as a func- N
)))f)))))>M tion of time such that for any time period the applicable loads can be deter-WN]?
g g mined by the designer. i' REM Di?' RIM p gg QUESTION Kl.5 6H M iR M y,))3,';p)))'; Describe the manner in which the pool dynamic load characteristic shown in E ' l.4 above is integrated into the structural design of each structure. Specify FiE pp,qpy; the relative magnitude of the pool dynamic load compared to other design loads DIN'Nf or the structure. DDE BD'M
$)/N/h ANSWER TO QUESTION Kl.5 ')' 'kk ggThis input is the responsibility of the containment designer and is pro ided in DD M3.Part II, Sections 15 through 19. *>M))))'M f
3C.K-2 14-020279 O
DDM BFS QUESTION Kl.6 ER}20! ,U$))N)2 EM2k2 Describe the manner by which potential asymmetric loads were considered in the g
'8&h>'] containment design. Characterize the type and magnitude of possible assym-d metric loads and the capabilities of the affected structures to withstand such >>>MSM a loading profile. Include consideration of seismically induced poo1 motion M MM ggywhichcouldleadtolocallydeepersubmergencesforcertainhorizontalvent I}E M stacks.
D'E M WDDR M E ANSWER TO QUESTION Kl.6 WPM NNE S M N The potentially significant asy= metric load situations are discussed in Attach-CNR
$,$? Q ment L. The containment designer must identify what his design is capable of bM withstanding relative to the situations identified in Attachment L or other EMD$ii DB]}fjj arbitrary situations he may elect to postulate for the demonstration of overall f( capability (refer to Part II, Sections 15 through 19).
8MM D'892 gygg QUESTION Kl.7 (MM DMS pggy Provide justification for each of the load histories given in Kl.3 above by the D>lD M use of appropriate experimental data and/or analysis. Reference to test data
@DM
- 33) g should indicate the specific test runs and data points and the manner by which DD}M E they were converted to loads.
/
b3 M ANSWER TO QUESTION Kl.7 WBA M&'S SE This information is included in the discussion of loads identified in various M M )3 D),M))') sections of this report as indicated in iter. Kl.2 above. M D)
>D)>3 D)3D))'i QUESTION Kl.8 D)>2>'
Wp3 SD'))M>3 For those structures subject to pool dynamic loads provide your anticipated
>>'))M3 gg)g schedule for completion of the structural design, procurement of materials and Nj E actual construction.
3C.K-3 14-020279
BFS UbM ANSWER TO QUESTION Kl.8 h Ph>2M WBR N
,ggg The containment designer or the utility must provide this information and is FM2h22 provided in Part II, Section 19. $?i$$$ @M/>33 QUESTION Kl.9 02Bh2 M" M 3 Discuss your specific plans to be responsive to the concerns of ACRS. As 322E)))))
g g,3j noted in their letters on the Perry plant, the committee believes that a more h) M asic b understanding of certain phenomena such as oscillations, vent interaction, MM23
@))3})) pool swell, and dynamic and asymmetric loads en suppression pool and other con-tainment structures is required. "The Com.nittee emphasizes the importance of p))))fp3 directing the test and analytical programs toward providing not only erpirical design correlations but also toward more detailed evaluations of the relevant $$)3f3 two-phase phenomena in order to enable the better application of a specific set 292)))3 g g of sc Aed tests to a range of actual reactor conditions." If reference is to be M )3 made to GE analytical methods development, a finalized breakdown of areas of IMME g g g investigation performed by GE and a time schedule as to their availability is ,
M M2 requested. We require tha': those areas for which analytical results are avail- E
$595 p)))sy,g able, but not yet submitted to the Staff, be documented for our re<iet; as soon DD)N2 as possible. >3M2 &B)M E'D)N ANSWER TO QUESTION Kl.9 M &2 & D D )2 In a March 26, 1975 letter to R. L. Tedesco from G. L. Gyorey, a brief discussion h)'d)),'E)] of the CE Mark III investigation program was given together with the presenta- )7M2P g)))pgtionofamatrixwhichrepresentedaconcisepictureofwhathasbeenaccomp- >>3M lished to date and is scheduled during the remainder of the Mark III Verification &>2D)>2 ,)))),g Program. Additional discussion is included throughout this report on phenomena D D))2 description and the significance of the associated loads relative to the ESM)))
py,))),g design. 3C M 14-020279
BFS neb 3 ENDIN2
'~
d NEEAThe following are responses to questions received in April 22, 1975 letter
- fj)2@fj f rom J. F. Stolz
DMfd EMAN B)PsR QUESTION K2.la f!MM Pas
@R??J3 Specify the number of safety relief valves, their design flow rate, and discharge EMM p g line size. Provide a listing of the operating conditions under which these Ini$3} valves would be operated either manually or automatically.
WlM
!ERIM SI$$3d ANSER TO QUESTION K2.la SM)@) !$D>>M3 N O$$ There are 19 safety relief valves. Each valve can operate automatically or by $ET233 g3 g p] power actuation. Automatic operation refers to the condition when line pres-bS M M sure exceeds the set point pressure and the line pressure itself opens the BlBM ;',g g g valve. Power actuation uses an auxiliary feature to open the valve when the EID line pressure is less than the automatic set point press are.
EM)33 E?ADM Line size is 10 inch schedule 40 and the design flow rate is 925,000 lb/hr. j$f)$))) Identically designed valves, line size and design flow rate is used ror all OSNEb5 g g operating modes.
@D3]
b M Rn 9))s3, 3j Operating Modes: WMM g ysg Operating Mode Actuation Method Description N)3)!') ) MM 33])%3 Ovarpressure relief Automatic Valves function to limit line b)))N$ operation pressure rise and to avoid MM35 }}}}}}}}}); abnormal operation and pressure N'M loading. M &MS D321 !E3R Valves function as safety valves g Overpressure safety Automatic or h3)))3 operation powe. actuation and open to prevent nuclear sys-DlhDD3 g tem overpressurization and avoid @gy D/] failure of the reactor coolant D>>M - pressure boundary. 3C.K-5 14-020279
BFS M'D] ANSWER TO QUESTION K2.la (Cont) h)3M/3 b9 $N WsM N N Actuation Method Description M'M@l} Operating Mode CUMD bb b4) Depressurization
' Automatic Selected valves (8) are part of 'hl2%5 plJ),Ib'$,] operation the automatic depressurization system (ADS). These valves open pj$$'if3 automatically to depressurize >'iD'i@
wus pMuw4
< the reactor during events involving f)!M9fM small breaks in the nuclear system $33hWM gg process barrier. This function is E8!N'h*3 required for the emergency core t'Mi'21&
g y'3fj j cooling system (ECCS).
@NO2hk D%5?tl5 g; g ] QUESTION K2.lb di))232$
MEM
@ Ml,$] Describe, with the aid of drawings, the routing of the discharge line to, and k orientation in, the suppression pool and the design of the discharge line exit. ,
EM 'C ANSWER TO QUESTION K2.lb DE)'d D'$M .j,g g This part of the first item is the responsibility of the containment designer 'SA MII (Part II, Section 14). See also Attachment A to Part I. 1 M'$ BSin N'Nh3 QUESTION K2.2 M'DM slEWil e m,9y Provide the load specification for the suppression chamber structure to S,)),p g accom=odate actuation of one or more safety relief valves. fXiliB)} I'}! OM >f)'!),}))) ANSWER TO QUESTION K2.2
~
%>>>M hh )'h Information is included in Section A5.0, Attachment A. >>>>>>>'M 2tWM EA>'D)3 QUESTION K2.3 MG'i$ff TsC'C((4 5SM M Provide the design load capability for the suppression chamber structure. EtM@ 3c.K-6 14-020279
BFS < USEN I)))320! ANSWER TO QUESTION K2.3 DEM O'k)M
@M)M This is the responsibility of the containment designer and is provided in WD&E g g artP II, Sections 15 through 19.
Yk$$?S$ vien
+ ,g y g QUESTION K2.4 W32a WM y,33p g Provide justification for the load specification given in K2.2 above by the h[2[63useofappropriateexperimentaldataandanalysis. If the General Electric jf)h' Company is responsible for specifying these loads, a statement to that effect N $N5) is sufficient. @2B>'1 WME MM ANSWER TO QUESTION K2.4 Wh%
N/$b/)$, This information is included in Section A12, Attachment A. WRX WBB g,gsg QUESTION K2.5 DlD))) m D>3 ,g 3 g,g Identify, with the aid of drawings, any components or structures in the suppres-6)3')>'3 sion pool region, other than the bounding walls of the suppression chamber, and . s the location of such components relative to the relief valve discharge line $2N3h'3 exits. Discuss the scructural capability of these components to accommodate Wh)'3 33p3'gj loads due to relief valve actuation. E)$M NES y y;M ANSWER TO QUESTION K2.5 tD'BM >>WM '!!#9M This is the responsibility of the containment designer and is provided in Part II, Section 14. @@'2873 >R'b3 g)g y,y QUESTION K2.6 MB!
- 22%
py g Estimate the maximum number of single and multiple relief valve openings over EN>'>>D3 the life of the plant. &>>>M WR!>2! 3C.K-7 14-020279
BFS ON))bI j)),9)))))] ANSWER TO QUESTION K2.6 , MA2M 't GD>>>>'FJ
>2'h)}'$ The crximum number of single and multiple r lief valve openings over the life of ilGDA'3 gggjg the plant.
N13$@3 f ffsk';Seesection9.0ofAttachmentAforanswer. 1 bliG kA&D) y; g gg QUESTION K2.7 U$!DA '
!PD'jQ g,p g Identify the maximum temperature limits of the suppression pool with the reactor IINE N at power. This temperature limit should include provisions for the testing @3M ty ggy requirements of relief valves.
i'Sl'?')2 VM@l gpy)pg ANSWER TO QUESTION K2.7
@$))F!
Mb)/E
.'J))))),'
9 See Appendix K-A to response for Question K2.9. b>h'M3 Mb'>>'
@M QUESTION K2.8 4 %)M2 '<8 D' M DM'M Specify the operator actions that are planned when the specified temperature $b'B'#M g g limits are exceeded. $MM O!R3!
g))} g ANSWER TO QUESTION K2.8 De'>'833 M'M*% (E93p] See Appendix K-A to response for Question K2.9. N9/EY NM QUESTION K2.9 233 92>%2 ,f' ' ' Present the temperature transient of the suppression pool starting from the @MM specified temperature limits for the following transients:
$ '?'
NP2M a. Main steam line isolation WS3 b. Semi- automatic blowdown g,)g SM c. Stuck open relief valve kM)) VM) OD2 For purposes of the above analysis, the minimu= water level should be assumed EDM in the suppression pool, b,33)))),)] b))M FM 3C.K-8 14-020279
BFS OE M [P;'3jjb,$ ANSWER TO QUESTION K2.9 t iMM l%!}%
$$3)p,j}I. INTRODUCTION W)'As !ssss'3 UjMQ BWR plants take advantage of the large thermal capacitance of the suppres-
[' sion pool during plant transients requiring relief valve actuation. The
!NM'$ discharge of each relief valve is piped to the suppression pool, where the M'y@h'Tg d steam is condensed, resulting in a temperature increase of the pool water, %; wh MfIN'd3 but a negligible increase in the bulk containment pressure. Most transi-MW j,g;g x3 ents that result in relief valve actuations are of very short duration and M wy.wvy m%d4 have a small effect on the suppression pool temperature, llowever, there are
[0M@il g,g some events which present the potential for substantial energy releases to
'a m$m IkME the suppression pool that could result in undesirable high pool temperatures tgg
, if timely corrective action is not taken.
}M'M OSU hyg Elevated suppression pool temperatures during extended relief valve opera-ff' f tion at high r: actor pressures have become a major concern recently in
@,'M light of occurrences at two European BWR plants. At local suppression pool temperatures in excess of approximately 160*F and at moderate to high relief fj%$$ valve flow rates, severe, continuous structural vibrations were encoun*ered.
%,'i?#M nw aw uw U333 The possibility of encountering the above condition is unlikely due to rigid W
;$py@ technical specifications on the pool temperature during power operation and
'[(k3[' the large capacity for heat absorption. This is supported by the fact that
./,u wa y,N,'g,gg such an occurrence has never happened at a domestic BWR site. Hcwever,
'f' p,'g,3}jjg since the possibility does exist when assuming limiting situations of peak service water temperature, technical specification pool temperatures, etc.,
smp^ba "
*' 93 @M it is important that potential situations leading to this phenomenon be h,V,,%')z'S recognized and procedural controls, temperature limits and instrumentation @MD ggg be utilized to avoid it.
WNb II. PLANT TRANSIEh7 EVENTS nu m ssp w Since the discharge of the safety relief valves are piped directly to the N,m'mJeE'>3suppression pool, any S/R valve actuation will result in some temperature te g),s,spj rise in the pool. Most S/R valve actuations are of short duration (seco-ds) 3C.K-9 14-020279
BFS S7x)% k))'$))] and result in negligible temperature increase. Three avents however present ( the pctential for substantial energy addition to the suppression pool via fp?)7)) the relief valves. { 132M lb)))M ['p3j,$%3 These events are (1) stuck open S/R valve, (2) system isolation, and (3) automatic depressurization. Appendix K-A proposes temperature limits RF/EPJ and procedures for each of these events. A brief description of each of EE92$ g g these events is given in the following paragraphs. BUP23
- 1. Stuck Open S/R Valve -
9)3M ggjp;p; In the event of a stuck open S/R valve, the suppression pool temperature N3/3 will increase at a rate dependent on the S/R valve flow rate, pool size, f8PM>l y,pp'py,g and heat removal system capability. The only means of terminating the ( energy icput to the pool is to scram the reactor and depressurize the
))))))),M RPV (assuming that the S/R valve cannot be closed). To avoid the vibration zone, the RPV must be depressurized such that steam velocity )))))))3)) s.t the discharge end of the S/R valve piping in the suppression pool is $785)))3 gg subsonic before the pool temperature in the vicinity of the discharge (d.,
reaches 160*F. The action recommended for a stuck open S/R valve is g) g )y given in Appendix K-A. 6'I>h)))))) 2 @2 g)' g 2. Primary System Isolation
$3M2 ta n p))),?))))] Whenever the primary syatem is isolated from the main condenser for fkk[) whatever the reason, the reactor is scrammed automatically and the fuel relaxation and decay heat energy is initially removed automatically from the RPV via vessel pressure actuation of the S/R valves. The
) water level in the RPV is controlled by the feedwater system, RCIC, or NNNNE g)g HPCS. Mark III plants employ condensing type heat exchangers that are
>>>,2))M utf.11 zed to remove energy directly from the RPV or from the suppression y 's 4 pool after primary system isolation. The proposed actions to be taken 8b>>>>>>>>3 during a postulated isolatic u event are given '- Appendix K-A.
>M/)))))))
@)))))E a
'<4 3C J-10 14-020279
BFS Dh M U/O2S$ 3. Auto Depressurization Systems (ADS) N$MM (ons INNA Activation of ADS results in rapid depressurization of the primary flE M )
}})p3)3 system due to simultaneous opening of pre-selected relief valves, bMM EM}},3 This system is automatic but can also be activated manually. -pi-
;,,h;gg cally the RPV is depressurized to 150 psi or less in approximately N)N 10 minutes. During this transient, the bulk suppression pool tempera-
#D)>>'J3 ggN),] ture s /11 rise on the order of 40*F. Uniformly spaced ADS relief valve NN discharges in the suppression pool will result in near uniform mixing Mh)3
}),'jp)))),}3 of the pool during this depressurization transient. While no specific procedures are required, the pool te srature limits proposed in PJ,M)]jj Appendix K-A are demonstrated to be adequate such that the vibration
) zone is not entered during this event.
MM h
' E !P2 g g III. RESULTS OF TRANSIENT ANALYSES ,
S'!ssllM SMD)J3 y,gg,),3 Seven specific transients were analyzed to demonstrate conformance to the specified pool temperatura limits of Appendix E"A. The specific cases (h'MIE3bM yp3p,3g analyzed, their initial conditions, and the results are summarized in NM Table K-1. Figures K-1 through K-7 show the transient response of the sup-D'it}}'))3>'l
))),3}}})] pression pool and reactor pressure for the seven cases. These results show the pool temperature is below the allowable limit (160*F), when the RP7 is PS)}},))'j)]
at or above 200 psia. This pressure represents the m.inirm reactor pressure fj at which sonic discharge of steam into the suppression pool can occur.
@)))3))))
QUESTION K2.10 $} pyyg The temperature instrumentation that will be installed in the pool and the D>'>>>>M sampling or averaging technique that will be applied to arrive at a definitive
),, pool temperature, ma ANSWER TO QUESTION K2.10 s/
)3),)'>)' The following is a discussion of the Suppression Pool Temperature Monitoring bMN System that is recommended for the GE Standard Plants. h?b 3C.K-ll 14-020279
BFS 2PM M )),))2 General Description >%n g &>DDA x D)}<3 Suppression pool temperature instrumentation is included to provide an alarm &DD%
- py)))))g due to high suppression pool temperature in order that the plant operator will
@'< M have adequate information regarding operating status of the suppression pool. @D>22
- 2))B N M)2 System Description 92 2)2
>>>>>D2 h Sensors: Commercial grade thernocouples (T/C) or resistance temperature device ph)))))))) (RTD) compatible with existing plant equipment. D'Eh>23 GD>>h >)))')))' > Quantity: Two sensors shall be provided at each monitoring location. &>D>e>h) b))3))'S [>?))'>>'/))) Location: Sensors shall be installed no more than one foot below the normal PDD)23 ,g ) gy) water level, but no less than 3 inches below the minimum tech. spec. water level. h>M))3 Sensors shall be located within 30 ft (line of sight) of each relief valve dis- @)))))2b>' pyppyj charge location. Sensor groups may be shared (i.e., one sensor group may pro-N M vide coverage for more than one relief valve discharge location). The relief @23'>>>3 g g j valve discharge location shall be defined by the intersection of the centerlines {,, b)D N of the downcomer pipe with the horizontal discharge pipes. E)D>>>J D'h'3$3 NOTE: The 30-ft specification is based on the results of relief valve tests DR%i,3 pe- formed at the Quad Cities site. Extended blowdown tests showed iM M'wgg(j w uniform water temperature in a region within 2 ft of the pool surface and b'f?M 43 ft on either side of the discharge point. Therefore, 30 ft is con-D>>W 3gg)gj sidered conservative for the maximum distance between source and sensor, >>R)}3'M and thus the indicated temperature will be representative of the tempera-U$ NEE g ;p ture at the point of discharge. PDD b'DRM $3)]g Recording: Pool temperature shall be monitored on recorders in the control room. N ME wo T sensors from each sensor group will be recorded. W1D'b1 B)>M >>>),'))M Time Cons tant : The time constant of the final T/C or RTD installation shall be no greater than 15 sec. The time from signal output of sensor to initiation cf @ function shall be no greater than 0.5 sec. The difference between measurement was g g y reading and actual local temperature shall be within 2*F. e 3C.K-12 14-020279
BFS D)383 I) M h) Set Points: Instrument set points for alarm shall be established so that the ( g@ l Mypyreactor plant can be shut down and depressurized tc less than 200 psia before
$N O M the suppression pool temperature reaches the threshold temperature for steam >>> > 2 g'3)y quenching vibration for the S/R valve discharge device employed.
MIM s,'em p3pg The following are responces to questions received in November 10, 1975 letter b/N2 from V. A. Moore:
>EM B)D2N M
t M M' QUESTION K3.1
>2Dhb3 P2tb>>2 pgg Page 5-2 of Appendix 3B to GESSAR states that 1/3 scale tests have shown chugging N2)2 M) loads with amplitudes as high as 60 psi. Discuss the significance of these loads PM 2 3p g with respect to the weir wall load specification of 15 psi.
3 N13 m>>s p} g p] ANSWER TO QUESTION K3.1 m >3 M3D2 p),33 Ic.ls information has been incorporated in Section 5.A.4, page 5-2. DM m as
;),?h)},g QUESTION K3.2 EME W D1
}$$M Page 6-2 of Appendix 35 to GESSAR has deleted a load specification which was %%'sM;]
'j y present in NE00-ll314-08 (Preliminary). This load was due to a postulated asym-F)R'b,'; metric air babble distribution in the suppression pool resulting in a 10 psi M!bW pg51 bubble load on one-half the ccataituaent periphery and 0 psi load on the other k'hhh' half. We require that this load specification be included as a design basis for DDB Pages 6-2, L-2 and L-4 should be revised accordingly.
g;;;g' Mark III containments. EBMty) EfD?f's p)Npypy ANSWER TO QUESTION K3.2 >2 S B 3 WhM g g There r.ay be small circumferential pressure variations -t vent clearing due to asymetric considerations; however, the General Electric Company does not believe gg that th.r. 1s a m.chanism for having t,. containment .x,os.e to a t0cA bubb1. pr.s-pyyyg sure of 10 psi on one-half of the suppression pool while the other half has O psi ['M load. However, pages 6-2, L-2 and L-4 have been revised as required by the Staff h'h to include this arbitrary asymmetric load case. 3C.K-13 14-020279
BFS D)M W2 bN' MN)2 QUESTION K3.3 kNM %&M
' (f' P'ges 2-8 and 2-9 of Appendix 3B to GESSAR propose that loads due to the inad-f
$ G ),h, errent actuation of a safety / relief valve (single-active failure) concurrent ggg Y ?}}}}) witn 3 loss-of-coolant accident (LOCA) be considered only for evaluating addi-F W, tional containmane c:pability. We require that this load combination be included h))) > g g as a design basis for the containment. >$1)$ fB)>>>J g g )p; ANSWER TO QUESTION K3.3 &>3351 M ))3 >y ) The General Electric Company does not believe that the peck dynamic loads from )) a safety / relief (S/R) valve discharge can occur at the same instant the peak @ M Mj dynamic loads of the LOCA event are present in the suppression pool. This includes the consideration of the effects of imposing the " single active compo- $3)3),3 nent failure. criterion." Dynamic loads from S/R valve discharge are considered M333 gp,g together with appropriate LOCA related dynamic loads as a design basis; however, b>1 M hl3 consideration of the time history is given as shown on the loading condition bar DM gg)g)3 charts. This is consistent with the treatment of LOCA + S/R events when evaluating $$h M reactor plant performance, >2M hh enn SM3'M QUESTION K3.4 DME WB,t>3 bb Figure J-7 in Appendix 3B to GESSAR specifies design pool dynamic loads for small Wh10 ))3)))))) structures located up to 20 f t above the suppression pool surface. Provide similar specifications, with appropraite justification, for both small and expansive b'g} $)3 structures above the 20-ft elevation up to the elevation at which pool dynamic (( loads become negligible. Nd MM g g ANSWER TO QUESTION K3.4 Mid M@2% pp, g The dynamic loads for expansive structures at the HCU floor elevation, including NN the bottom of the steam tunnel, are presented in Section 11. The dynamic loads 43hD)>3 )))))]p))) for small structures at and above the HCU floor elevation are presented in Nb>)N Section 12. 3C.K-14 14-020279
BFS
>>>}M)3 }))))))}] QUESTION K3.5
{ b>>>>>>M h),)))))] WD 1 respect to Section J of Appendix 3B to GESSAR, provide the following:
>>3M)>'i BD>>>>2 @)),'),'M a. The referenced dimensional analysis based on the Buckingham n Theorem.
WM?% g)ppy Discuss how parameters such as liquid density viscosity, buoyancy and
>>>D'>'}3 gravity were considered. @)/3M >>3DD' >'h3DI b. Justify scaling drywell pressure at vent clearing rather than the GB3 gg))y integrated drywell pressure over the pool swell transient.
DD)D'3 D)2@>] j,ggjj c. Discuss the basis for the " predicted" froth velocity of 50 ft/sec for NE Mark III.
?NESi DDMi
- d. Discuss the basis for assuming that impulse is directly proportional to
&,')',)),3 froth velocity.
h3'@'R
>2M g>3,$,3 ,;, c. Discuss the basis for the assumed triangular load profile for the b>>M)>3 g)sg steam tunnel load (50 psi over 45 msec) due e.o froth impingement.
b?$$$
>2x1m 3,g g ANSWER TO QUESTION K3.5 il@rD'!
D'M13 p'g'ggy' a. Section J.6 has been added to present the Buckingham n analysis. MD>>3j >>DD>2 >,) ) b. A discussion of the importance of the drywell pressure profile has been incorporated into Section J.4. s c. The basis for the predicted froth velocity has been incorporated $DD'I{ into Section J.4. ONE
- d. The basis for assuming that froth impulse is directly proportfonal to ggg velocity is a correlation of impulse versus velocity generated from the PSTF roof input data of test :.;eries 5801. Reter to Figures 4-65 and g 4-66 of NEDM-13407P (Reference 11). These plots clearly demonstrate i that impulse does increase linearly with velocity.
3C.K-15 14-020279
BFS EM))D) e. The Steam Tunnel has been relocated to the HCU floor elevation and the --
$M33 dynamic loading conditions are presented in Section 11. N ,g g ** %%>>2 ) >>'3?M gg y)); QUESTION K3.6 >>D>>>M ODE g)))p y Provide a more detailed scaling analysis than that in Section J which addresses NMMM the following:
DM>>M
>>>B))) *> a. Specify the portions of the pool dynamics transient to which the scaling ),))))$)); analysis is applicable (i.e., is it valid for bulk pool swell only or can it be applied to breakthrough, froth characteristics, loads >>>?))L)] imparted to struetures).
ONi38
%%B3 D>MD2 b. Depending on your response to (a) above, justify that the selected b)MMM ),)p,g characteristic equations are adequate to account for effecte such as f) M D bubble penetration into the pool, migration to the surface, growth, >>DE2 gpyy,)py thermodynamics, and dynamics of breakthrough. >>>MM3 M)M d".
py),)))))) c. Justify the selection of characteristic length (s) as being appropriate N)'NNN for the principal phenomena under consideration.
$$bb >>n>m ) d. Discuss the applicability of the scaling analysis to a test facility
),'$))))) which is not unifomly geometrically scaled. @7>)MA >R>>M
> e. For those phenomena to which the scaling study is to apply (as speci-ggg))); fled in (4J aove), provide additional comparisons between test data of
>>)h)))3 different acale to verify the scaling relationships. >>>DBi DB)E bMM/h)) ANSWER TO QUESTION K3.6 b3D3 >>>>M>3 b))N')) Additional scaling analysis discussion is presented in new Sectiot J.7. MM f.?
't 3C.K-16 14-020279
BFS
>>%33 $>>>>D>2 ,g g QUESTION K3.7 W)h>2 VE pygM M,Section A12.3 of Appendix 3B has identified quencher exhaust area, amount of >>>3>>>3 gas in the discharge pipe, free water surface area, and pool temperature as >M))))))2 p))) g important parameters for the quencher design. Discuss and jrstify that vent >>>>>>MM GE)M submergence and air discharge rate are not important parameteri for the quencher.
WDP, -
>M D)3 ANSWER TO QUESTION K3.7 LM>>3 B>>>M bSD)M Results of tests showing the effect of submergence of the quencher have been l>>))3b')3 )))))),))))2 presented in Seetion 2.3.12 of Reference 14. As the test resules show, the effeet of quencher submergence is negligible when submergence is in the range of 4 to 6 ><>>))),)))) meters (12 to 18 f t) . For smaller submergences the containment loads decrease; s however, GE quencher loads are all for submergences of > 4 meters. >Mb3 kmE g gyy; Air discharge rate per unit quencher area is a significant parameter affecting SM)D))) air clearing loads. This parameter is proportional to: @)))))3
,bE>E Ab))NE A y)) g g y out1et pyggj A quencher DM'))3))
>>D>>>25 This ratio is approximately the same for the small and large-scale tests discussed p),))')'$)) in Reference 14; however, it is smaller for the GE quencher design. Therefore, had this parameter been considered in the loads from the GE quencher, slightly >@D)),3 lower load predictions would have resulted. >>3M))
E,],QUESTIONK3.8 Section A12.3 and Figure A12.1 identify three important scaling parameters:
# 1. air volume in pipe / quencher cross section;
- 2. free water surface area / quencher cross section; and N
' M2 3. total air volume at time of blowout / total quencher opening area. l>>DD>>'
\
3C.K-17 14-020279
BFS Vil%/%1 >>>>,3))] However, the statistical approach, which was used to determine the scaling factors for the small-scale test results and then used to predict the loads y 9)))2)))] for the Mark III, has been developed using three dif ferent scaling parameters GhD3 p,)pyy (i.e., air volume, water-surface area and water temperature). Discuss and b))))))))2 justify using the three scaling factors in the statistical approach to predict ))M'33 g )g the pressure for the Mark III quencher response instead of using those three key h)DM M scaling parameters identified in Section A12.3. >>>>>>h)3 M @/)Ed ANSWER TO QUESTION K3.8 DDM >D'n'E b))'N bM>)b) The titles of Sections A12.7.2.1 and A12.7.2.2 have been changed to be more sb>,)'h))),'] representative of the information covered. The titles now read: &>>3D'S hD>>>>'s
)))f)))' A12.7.2.1 Scaling for Air Volume / Quencher Area Wib>>>>'
gy)gy A12.7.2.2 Scaling for Water Surface Area / Quencher Area D)3)>M Dem g)g g Thus, the scaling factors used in the statistical analysis are indeed: >>,))3?)2 b3b>D)] g,y)))y,)3 1. air volume / quencher area; q h>Mr)3 2. water surface area / quencher area; and b>>>369] ))gg 3. water temperature. >2 D >2 @EM '
> In addition, the title of item three in Figure Al2.1 has been corrected to read
" Quencher Cross Section + Total Quencher Opening Area." The reason this param-
)
?),))))),)M eter was not considered is explained in the response to Question K3.7. hD)M QUESTION K3.9 Clarify the following important terms used in the report: b)D)>2) a. Air volume in pipe and total air volume at time of blowout. Distin-Okh)) p))),))))) guish the physical meaning between these two terms. $>>D>>>:
>) b. Free water surface area. Does the free water surface area include the entire water surface area or the effective water surface area? The
))}}<)))D)) difference between these two surface areas could be significant. 3C.K-18 14-020279
BFS ONNE)
$}}M)3 c. Water temperature. Does it mean initial pool water temperature, or EbEN>E (py,33)3 local maximum water temperature during transient, or average bulk k}MM water temperature during transient?
OSD3s3 RBbBl
>)M 3d ANSWER TO QUESTION K3.9
&>>>m EDD)2
) a. " Air volume in pipe" refers to air volume prior to valve actuation.
))))}},]Q$ " Air volume at time of blowout" refers to the volume of compressed air p in th- discharge pipe at the time when the air begins to enter the pool.
>>,>>,))))3 Air volume at time of blowout is always smallar than the initial air DM333 gy))py) volume.
b))#)2 E>DM p333)3 b. " Free water surface area" refers to that portion of the pool surface h)P)))M)) which is exposed to the containment atmosphere.
%>>>>R >b27> /
SM)2/)))) c. " Water temperature" refers to initial pool temperature. The effect of G ))>E
)]J>),)),)))] local pool temperature is implicit in the overall inerease in loads due
. b)))))}2 to subsequent actuation. MAD}}} Dbb>3 N'N3 QUESTION K3.10
#D>)2 ES)%
MD)2
,py)gyFigure A12.12 shows that the Mark III maximum load prediction is calculated by >M)e>>>>ladding the pressure difference between first and subsequent R/V actuation fron D))DJ )3pg),3 the large-scale test data to the scaled Mark III predicted first actuation load.
D)/)M)})$ Justify that the scaling factors are not needed for the pressure difference
,, between first and subsequent actuation from the large-scale test data.
> ROM M>>E y))),))))}} ANSWER TO QUESTION K3.10 bE M DD31
)))))))'f'jf As indicated in Figure A12.2, the pressure dif ference between first and subsequent d'*#4 actuation for Mark III is obtained by scaling the pressure difference obtained
> from large-scale test data.
3C.K-19 14-020279
BFS VMBA >>p,yyJ] QUESTION K3.1? Mk'>M A EDM >p),3]> Figure A12.14 shows the large-scale test data and the analytical fit for the first and subsequent actuation. Provide the following:
- a. a description of the analytical fit (Tha description should include M&>>>33 the analytical model and all assumptions used in the model.);
@>33 Dh2 >}RM b. justification that the differential pressure between the subsequent M5'M3 . pg actuation and the first actuation for the analytical fit remains constant for varied reactor pressure; >>>DD3 h)D}})3 c. a figure showing the maximum and minimum pressures resulting from the Mi>& p3)),p; first and subsequent actuation for each test result of the large-scale N')E test; and discuss how the maximum and minimum pressure will be deter-
- 37/D3d
>>>'),)))))); mined from the large-scale test result; and, >>>>>>'MM d'b'h>>2 $>>>l3)3 d. a best fi' curve for the data in the figure requested on c. above. D>D>D3 4 WD>D5 @)) M ANSWER TO QUESTION K3.11 D'R bD>'
>>>,)23 Elb>'$>>l$ a. The maximum positive and negative floor pressures were estimated with 6}MM g)pg means and variances using a stepwisc multiple linear regression pro- $YM/)5 cedure, operated in backward stabilization mode. It was assumed that MD3 gh)'y'p,))) the variances about the predicted means were constant and that the b>D)D action of each parameter on the mean was independent of all the other D')>>>>>' ' , parameters. >)))))))'),)b, DD/bE ) b. Subsequent valve actuations are assumed to occur at the set point of am gpg the valve; thus, reactor pressure is not a variable.
WNEN$
>D>m Figure A12.14 provides the requested information.
g))333 c. The maxima and b>>D>E minima were determined by inspection of the pressure traces. b))))M) S)R3 DDD3 d. Figure A12.14 provides best fit curves for first and subsequent actions. N>M/),'23 D D'R 3C.K-20 14-020279
BFS NESEN) L}}8MldQUESTION K3.12 kBN)3
!DDR @9)))3 Regarding the statistical analysis approach, provide the following:
WD2 flDD%3 g)pjg) a. justification for using mean value of the test data calculated by the SA M statistical analysis as the basis of scaling factor instead of bounding EM pgy)] value; VDDR WDR
>);))))'p)] b. an analysis of the significance of regression (F-test);
57/)MM
/
ME
$)))))))] c. an operating characteristic curve or power curve for each scaling parameter; a>x p) y d. there are two curves for the test data of each scaling parameter. >D))))>D2 One is for the upper bound and the other for the lower bound. Verify N/))/))))/>>3 gygg which curve was used in the regression analysis; and k)D>>?2 hD>M
, gg)))); e. in Section A12.7.4, a factor of 1.3/1.5 is used for the positive as N/M)) well as the negative pressure prediction for the large-scale test. D)3h))3 g),)),g Describe the basis for the selection of this scaling factor.
)/ @,)]))] ANSWER TO QUESTION K3.12 M b2 b2 M D2 $)),M))) a. Both means and variances were used in the scaling procedure. This results in improved stability of the scaling factors to number of >DDD)2 observations and thus the scale factors are more precisely known. The kM/))))))
gy,) large variability of the bounding values renders that approach
)MMM) impracticable. @3))))3 &>D))J >MMN b. In testing the hypothesis that Pa p a P/X, or that the variance of the %))))))]
g)))),))))); y values is not equal to the variance o the residuals, the usual h))MM notations a and 8 exchange meanings - (S = P {not detecting a p c /X h)))))))))) P P
>>)f)))))))J when it is true} and a = P { detecting 2 p 2 when it is not}}. S be-P P/X b)M
)))))j))),'))j comes the significance level and 1-a the power of the test. Testing at the levels 1-a = 0.5 and 8 = 0.05, which is the maximum power level pos-( sible given the few data points, the values of the F statistics and of the critical values are given below.
3C.K-21 - 02M
BFS D3M/3 F F Wh M ** i DM))M)) air volume 1.956 1.04 ~' k2PR3 pyjpg water area 5.54 1.03 DD))3 pool T(+) 2.588 1.02 DDR3 Jg,gj pool T(-) 2.015 1.02 mb32s M M
$' 2 2 @)))))),))) Since the hypothesis is that a p a , the acceptance region is satis-N'E'S fied in all cases, at a signif canc level = 0.05 and a power level >>DME p),'j)))'jh)] of 0.5.
O)S) WEp>J
>>?3b'))>] c . Graphs of operating characteristic curves for 1-a = 0.5 and 8 = 0.05 >)'>>D)3 pyygg are not readily available, but the degrees of freedom v = d.o.f.
1 D'D)3)3 and v 2 - d.o.f. residual, are given below: E@D>3 W2M bEB)>>2 y v SD2fh>J l 2
),)),333) air volu=e 7 5 >D)M)'3 water area 8 6 >>>>DE >>))))))))))
b)NN poo1 T(+) pool T(-) 9 9 7 7 (
>>>3DM DDD2R These determine the operating characteristic curve.
h2>>M D3D33 g,gg d. Neither bounding carve was used. See the answer to K3.12a.
>NkN]
2DD)2
)3)py e. The factor 1.3/1.5 arises from the fact that, as the air volume SM/)D3 increases, positive loads increase faster than the negative loads. >2 M 33 gj'))3) Typically for a 50% increase in positive loads, the negative load DED))3 increase is approximately 30%. Therefore, the scaling factor for DR M )2 >))))))))] , negative loads is taken to be smaller than that for positive loads by a factor of 1.3/1.5. Small-scale test data to justify this scaling
- )))))))))]
f factor is provided in Reference 14.
')
%)>>b3 >2>%>3 DDR m 14-020279 3C.K-22
BFS 2D>)N) gg QUESTION K3.13 Dh'D2 mDm >g),3 Figure K-8 shows that the bubble pressure is sensitive to fL/D of the S/R E D M valve discharge line. Provide the following: D2h>2 ETM INDMel a. experimental result to verify this sensitivity; and >>MN)2 PDM bMAN b. discuss why this parameter has not been identified in the small-scale
,, tests and has not been included in the scaling parameters.
>=a DD)2 b))D)] ANSWER TO QUESTION K3.13 >>>>D9Ei >DB2 M MM The curve plotted in Figure K-8 shows the relationshiy between S/R Valve Dis-D/32) ggg charge Line air volume and parameter fL/D for the air leg in pipe for a peak 1/>'M23 pipe pressure of 550 psid. The area above and to the left of the curve depicts >>3>>>>3 yyyy,3) region of pipe pressure less than 550 psid and the area below and to the right @/)D)M3 of the curve is the region of pipe pressure greater than 550 psid. SD}}'))2 It should be noted that bubble pressure depends only on the air volume and not &DD)'i g)}}}),)] on parameter fL/D. The values of bubble pressu.. shown on the right-hand side ( ordinate in Figure K-8 correspond uniquely to the air volume on the left-side $))'b')2$ ordinate and have been taken from Figure All.4, which shows the relationship between Bubble Pressure and Pipe Air Volume, independently of parameter fL/D. >D>n tD M g gy QUESTION K3.14 @W)>3 F2>2&>2 pyg g) The maximum and minimum loadings from multiple S/R valve lifts are calculated to SD M)2 result in the same loadings as from a single S/R valve actuation. Justify this >>>3D'l g)))))))3 calculated result analytically and experimentally. b))D)2 DDM )}})}} ANSWER TO QUESTION K3.14 PD>>M >>>B)>>3 >))))))))))) The method for calculation of attenuated pressure at some location on the pool ( boundary due to single and multiple S/R valve actuation is described in 3c.K-23 14-020279
BFS E$M Sections A10.3.2.2 and A10.3.2.3. In the event of multiple S/R valve actuation, il$5IEA n g)3)) the attenuated pressure at a point, r, is calculated using the following equation: g
- b>'EM
~
fDDR2 . . @p>))') n 2 1/2 >254),))j aP(r) = I AP @).>23 . n=1 ", )BNN), PE)M3
') where
@NP) h >>DM,$ AP = attenuated pressure at r due to n S/R valve Wi$$2N$) >3D)2 n = number of S/R valves slowing down simultaneously.
>)3 M M If the' calculated pressure is ap(r) > AP ,B the maximum bubble pressure, set i%)))2)'g )M,)))); ap(r) = APB . This directly follows from the assumption of incompressible EM N >2 Potential Flow, for which the continuity equation gives the following:
WM)3E WM2 MM)' v 2
=0 (1)
M%))' 3M's'st f where $ is the Velocity Potential.
.,g mDa B
ggD P) Also, the Bernoulli equation for incompressible potential flow reduces to: t))DENA
$D2h3 2 @>MD2 E + b2 + E + gy =
F(t) (2)
@DR at o DRM >>3D)2 Syp pyy where F(t) is a function of time only. Equation 2 could also be written as: >RA'?24 >>D)>>2 tM)2 v2 m)R; v2 /l ao g + 7- + 2* + gy = 0 MM \
DEM >>>>'@>3 L / 2\ (72),7 2 i L) , _g c 7p 2 kJD}}}) or, ., g (3) pp,yyyyyj ae (2, o M> >>>>2 >>>>>>'3)3 For one or more free oscillating (in phase) bubbles inside the pool, V = 0 at DD))P2 2 )))g)g the extremes of oscillations and, sine 7 4 = 0 from Equation 1, Equation 3 )/ reduces to
/ vP=0 (4)
D>>>M 3C.K-24 14-020279
BFS UiDM ge s s (i.e., the pressure distribution inside the pool satisfies Laplace's equation. WM Hence, for a single or multiple bubbles oscillating (in-phase) in the pool, at GE2}Ns2 g g the extreme of oscillations, pres - e at any point in the pool cannot exceed f/2))M/3 the maximum pressure; neither can it be less than the minimum pressure inside v
'>)12Illk)3 g
E))))>g hPJ the bubbles.
>>3D]
pyppg QUESTION K3.15 M?>D WM g))}])] Figure AS.ll shows the prediction of idealized quencher bubble pressure oscilla-NNN tion in suppression pool based on the Raleigh bubble model. It is noted that
$ 9 @ )3 @))),'3 the Raleigh bubble model does not result in good prediction as reported in the Topical Report NED0-10859. This model has been revised by the consideration of P&))))))'t energy dissipation and results in better agreeuent as presented in the Topical Report NEDE-20942-P. Regarding this modified model, provide the following:
b'?RJid CDiM reanalyze the bubble pressure oscillation by using the modified model; gyg a. M2M D)M 1. gg assumptions used in the analysis;
&$D>M DRh>3
.ggy,g c. comparison between the predicted bubble pressure oscillation and the Dr>M small-scale as well as the large-scale test results; and,
))))Mr>3 EM D)D N d. discussion of the effect of boundary conditions on the bubble pres-
@>>>M
) sure oscillation.
>\/ ANSWER TO QUESTION K3.15
>M)D3 D)>m D })2 Mark III containment Air Clearing Loads for quencher were predicted from the small SD>3)%
hyy,)))))) and large-scale test data and using the methodology deceribed in Sec'. ion A12.7.
@M/))))) The design frequency range for these loads is based on the observed frequency D>>'S)'
py',y,)),)y data in the large-scale tests, as shown in Figure A5.12. It should be noted that D Raleigh's bubble model was not used to predict the load and frequency values for h)))))},))j Mark III quencher air clearing loads; however, this model was used to define an [') M D2 approximate idealized wave shape based on predicted load and frequency values, and which was simple enough to be used for structural analysis. 3C.K-25 14-020279
BFS b ?5v32/8 g g)); QUESTION K3.16 9$5db % 9% M ~ g ,g Section A5.1 presents a formula for calculating the absolute pressure on the UM)M S pool walls. In this formula, hydrostatic head is included as one of the param-EN9M gpg',3 eters. Because of this consideration, the negative pressure on the wall will be N/E3 3,!'$$M. reduced substantially. Provide justification for including the hydrostatic head Q')p)J'y in the calculation of absolute pressure on the pool walls. Include the following:
>M'M'3 MM )))R)))2 a. Verify that the pressure trar.sducers used in the small scale and large '( scale had been adjusted so that a zero reading on the transducers $>3)E represents containment air pressure plus the static head of water due U$NS gg to submergence of that transducer; >3M3 WB8 h b.
pyyjg It is noted that the pressure t insducers were located in various eleva-i@/2M, tions of the pool in the small-scale and large-scale test. Verify which
$ DES gp,g pressure transducers gave the maximum negative pressure; >'RD/))3 i>2iM gg)] c. Discuss how the static head of water will be incorporated in the ,,,
DM statistical techniques to scaling the small-scale test for prediction N
>)M))M p3g of Mark III loads.
>>>>>M k'Bb2 $$))'h'$ ANSWER TO QUESTION K3.16 b>>'9'kM E')))3 M ))23 The air clearing loads for Mark III Quencher, listed in Section A5.6.1, represent >>D))))) pyg))) the fluctuation (or dynamic component) of absolute load on the pool boundaries . S'N ES' Hence, to calculate the absolute load, the hydrostatic head (or static component) @h)))3 hpyg)jmustbesuperimposedoverthefluctuationload(ordynamiccomponent). Sec-P)))))D3
/ tion AS.1 presents the equation for calculation of the absolute load.
>')> N/E a. The air clearing loads on the floor and walls of the pool (as determined D))3')))3 p'),)))',>)] from small and large-scale tests) represent the fluctuation of loads over and above the initial static head. Hence, a zero reading on the >>>)))')')))), pressure transducers represents wetwell air pressure plus the static f head of water due to submergence of that transducer. a
'///
3C.K-26 -0202M
BFS p,g)g b. The maximum positive and negative pressures were, in most cases, read by the pressure transducers closest to the quencher. In the case of
@]g)J small-scale test (Figure A12.2), the pressure transducers P S, P '6 7 and P8 read the maximum positive and negative pressures.
EOPl#2 h In the case of large-scale test, the maximum values of both ,asitive s)),li!@>>] and negative loads were measured, in most cases, by the pressure
) transducer DA3 (Figure A12.7) located in the plane of the quencher and $$19),9)' on the containment wall, and, in some cases, by transducer DA4 located >>BlMM g,g right below the quencher.
W$$$$2 hhhD)] py,;p w c. Test data indicate that for submergences between 4m and 6m, pressures hML are not affected by submergence. Since all the data used in the MM3 g'g.g analysis fell within that range (as does Mark III quencher submergence),
!ENM the static head of water was not incorporated in the statistical > M b'l?') >37p3 , analysis. ?)3'18 21 E>>33 ))),',$))))), QUESTION K3.17 ID3M v5!h)>'E
)'),'J,')}}})] Section A5.6.1 specifies that the design negative pressure for Standard 238 plant is (-) 11.0 psid, while the calculated peak negative p; essure is also (-) 11.0 psid. FM M23 No margin is allowed for the design. Provide justification for this specified >> M D )3 g))))g design pressure. $)EW M9M p ANSWER TO QUESTION K3.17 .))s,)))3) MS3M SDD)>' )})3 g,g The mean expected negative pressure for the Standard 238 plant with the S/R dis- >ED}M charge pipe routing used in the analysis is only (-) 6.7 psi. The design load of SM )W2 (-) 11 psi represents a 39% margin. p,3))))?) A design load of 90-90 confidence level is a conservative estimate of the maximum expected load. The recommended design, b)))))?$ positive or negative, for any Mark III containment are the 90-90 confidence level
'N loads determined by the S/R discharge piping arrangement using the methods identi-
>>>M j$)))))),))) fled in Section AS. Section A5 has been revised accordingly. D))))% 3C.K-27 14-020279
BFS %$$5] PJ$,)),)] QUESTION K3.18 DE>R &
~'d GS20 6$,'3)) In your response to Question K2.9, it is stated that: "At local suppression h pool temperatures in excess of approximately 160*F and at moderate-to-high relief kej;yjg valve flow rates, severe, continuous structural vibrations were encountered."
) And the 160*F is specified as the allowab limiting temperature for the sup-Ed3f5El pression pool water. Subsequently, you responded to Question K2.10 that pool 633}?$
- ,pg temperature monitoring locations shall be within 30 ft of each safety / relief D'>'756 discharge location. Provide the following
$$2Oh b]MW $ $E37h5 a. Justify the adequacy of the specified location of pool temperature @%%3$ $$3fp3, sensor, and ElIM ' G%8 b. gp3 Provide more specific recommendation of the temperature sensor location E such as the relative location of the sensor to the relief valve discharge. k}7EE$} d OY)bii s ANSWER TO QUESTION K3.18 IlIOh>' 3l 4 gg s M P'jjg The requested information has been provided in the revised response to 'v/ @ s}M, Question K2.10. ED')'d'9 RMEi2 E'NE$ QUESTION K3.19 kb'ib'),W Y ') The dynamic pressures for the base mat, drywell wall and containment wall shown >?,'B% @J$$j{ on Tables AS.1 through AS.4 appear not following the method of dynamic pressure
'E Justify this inconsistency.
$N')3/))} calculation as shown on Section A10.3. WE'h>in ANSWER TO QUESTION K3.19 D3)>'JM 8'PD)'i g g A re-analysis of the Section A10.3 procedure and the data shown in Tables A5.1 D))))))2 through AS.4 does not reveal any inconsistencies. >>>>B)>2 3C.K-28 14-020279
BFS EdNN3 Ehjj'JM up:n The following are responses to questions received in May J?' ,1976 letter from pl'2"'*'d(EE)'N F. ,J. Stolz.
$$'$$3.
qgg g QUESTION K4.1 Dd1'S3 unag j yggUpdatetopicalreportsNEDO-11314-08(nonpropietary)andNEDE-ll314-08 Idsdi$ (proprietary) entitled: "Information Report Mark III Containment Dynamic Loading {ggg Wid}} Conditions" to include the modified method of quencher load prediction which was EI$ S Based upon the p.Jf3presentedonApril2,1976atameetinginBethesda,
-1 Maryland. ;; i,;j discussion held at that meeting, we found the methodology . sed to predict the b d3D$ loads acceptable to us. Thus, to confirm our understanding, include the following:
I23933 D, eqsEllM . Ry g M a. description of the modified method of quencher load prediction; ensd!!$ Wi$'E 5,mWt% ggs'
- b. detailed calculation of the maximum positive pressure and negative h4;d?M] pressure for the condition of one SRV discharge; M'O2lb
%M)'t M))'3s c. reanalysis of the pressure field of the surrounding structures of the EM13 D')p g' g suppression pool based on the loads calculated by the modified method; $}l$li and kt"M?
N3MNb$ SNIIS'} d. reanalysis of the reaction loads for the quencher supports. y'?yhy j9)SMs NEN NS'n'ER A TO QUESTION K4.1 R*?'0'73 MM ( ^ ass:
?m' a. The modified method for establishing the design value quencher bottom >23#Ms'J'*
t'JMjM" pressures is provided in revised Section A12. QM'M MM l}!MM b. The calculation of the maximum positive and negative bottom pressures
$g'*
g')h{g$h' are provided for the single SRV discharge case, as well as for the
$3'$'l ADS and all SRV discharge cases in revised Section Al2.
D>MM b>>>DM DM)1'E c. The bottom pressures determined from the methods presented in D>NM p,)))))g Section A12 are used as described in Section A10 to develop the sup-S 9)'M
$ pression pool pressure fields for the various load cases considered l'd%))M for design. The pressure field tables and figures for the load cases 3C.K-29 14-020279
BFS p;ppyg have been normalized so that boundary loads can readily be determined hA)DM for variations in design value bottom pressures due to SRV discharge M &&&>'l
- 33)));g) line configuration changes. Table A4.4 summarizes the bottom pressures IdNMM) due to SRV discharge line configuration changes. Table A4.4 summarizes 89))D1 gg,y), the bottom pressures and containment wall pressure (at Pt. 10) for NNN) the present Std. 238 Mark III SRV discharge line routing.
BMOD WMB>' g ' {4g)g d. The reaction loads for the quencher supports are shown in Tables A7.1 gjfy,'jj),'] and A7.2, as well as Figure A7.3. E!!&M3 B'R@2 E})2M 3 QUESTION K4.2 t'ti%la SFBbj DM'3i d Provide justification for the following assumptions, which are made as part of fiSEES'A g pyy the GE-proposed criteria (letter from I.F. Stuart to R.S. Boyd on April 7,1976): >>'P)3EN M>M a.
- ,y))gp'g no pressure transient of the primary system would cause more than one NM SRV operating in multiple ctuations; ty))3M MM
) >,$)))))j
- b. for determining the sequence for a group of SRV's discharge, the reactor pressure transient of 140 psi per second is considered the most severe
( pressure transient for SRV actuation; and
)
$$$3 p,))g c. the basis for selection of the groups in (b). MBB) {MMBg ANSWER TO QUESTION K4.2 BDi@)2
@M g gy a. As shown in Figures A4.3, A4.4, A4.5 and A4.7, all groupings of SRV's EM D) by setpoint pressure limit the number of low setpoint valves (1103 psi)
WN{M:
- )yp>]))))'j to one. The pressure transient events listed in Table A9.la are con-sidered in design. For isolation events, once the initial transient N'), is over, the cycling of this low setpoint valve will remove decay heat gg until such time as,another normal path of heat removal is established.
b)))))))'$ It is conservaeively assumed that this will take 30 minutes to perform. h)>)))'PM %2b3 Mb2 a 3C.K-30 14-020279
BFS ( b. The valve sequence and rate of pressure increase for the most severe
'$('{(((6(4 transient is discussed in the additional information provided in M, K$@
gfgg4 Section A10.3.2.3. T(((((4 WG'd
>ggg c. The basis for selecting the SRV setpoints, setpoint groupings, and Z(KEN discharge location in the suppression pool include consideration for:
EW6(d v m' (1) minimizing the SRV cycling following an isolation event (1 low aW setpoint valve); (2) syu: metrical load distribution (valves in setpoint
@Edr
{(qg(((4q group uniformally distributed around the pool); and (3) reactor vessel EEET<T< overpressure protection requirements (see Section 5.2.2). ( 3C.K-31 14-020279
.' h t . . .
Table K-1 BWR/6 S/R VALVE TRANSIENT
SUMMARY
Initial Service Pool Pool Saram RvV RPV HX Water Reactor Temp at Case Reaccur Temp. Initial De p r e s s Depress initial RHR Temp. Pallow Pallow Event No. Cnndition (*t) Time Rate Time Time HX (*F) (pata) (*F) Notes Stu(k Open 1 105% Rated sIO @ 100*F tintnntrolled Scram 10 min 2 HX 100 200 137 AdJ1t ior.at valves Relief Valve Power after must be opened to scram prevent RPV repressurtration Stuik open 2 105% Rated 110 @ 110*F t'n c on t r ol l e d Scram 10 min I ttX 100 200 137 Additionel valves Relief Valve Power after must be opened to st. ram prevent RPV repressurizatton Stuik Open 3 Isolated 120 @ Time Uncontrolled te Time 1/2hr 2 HX 100 200 130 Additional valves Relief Valve of valve after must be opened to g Isolation s.tchs stram prevent RPV N 9 120*F repressurtration M N. ( w Isolation ana 4 Isolation iro. iO5% 120 @ Time o, 100*F/hr *?e n T, o n 1/2 hr
.ite, 2 HX 100 200 140 HPCS and RCIC avanaue to .ain-Depressurization power Isolation te,ches stram tain RPV water level 12t
- t Ipolation 5 Isolation 100 @ Time of 100*F/hr 10 m i.. .,4 br 1 HX 100 200 148 HPCS and RCIC avail-and from 105% I sola t ic n after after out able to maintain tiepressur i zat ton Power scram scram (partial) RPV water level ADS 6 105% 100 Auto. on Uncontrolled Auto. N/A .7/A 100 200 123 Rated High on low-Power Dryvei1 low Pressure water level Alis 1 isolated 120 At ilme Uncontrolled N/A 10 min 2 HX 100 200 136 of after isolatton AtiS w
L~ t C b d e
g
-IllilllHHilillMilEREllillRIEMiBIEMil 1400 -
220 8 o .$ STUCK OPEN RELIEF VALVE (CASE Il
- 2 HX ON AT to min 1200 -
p Tpg = 1100F HPCS, RCIC AVAlLABLE 1000 - 180 - 000 - E 160 w E 5 I g g POOL TEMPE R ATURE E a E [e00 - cc E i40 -
!E M
d 400 - 120 200 - 100 - hPV PRESSURE 0- M ' ' ! I I ! ! 0 0.2 0.4 06 08 10 1.2 1.4 1.6 1.8 20 TIME (hours) Figure K-1. Stuck Open Relief Valve (Case 1 Transients)
c~ 18E11111R111111111E1111i158111111111111H1111 3 [ 2 to - 1.3 a 10 a 5 e f170 - 0.9 - SUPPRESSION POOL TEMPER ATURE E W w E txs W w u) [3 J E 8
? -
E
- I s a
E 130 - 0.5 - VESSE L PRESSURE 0 05 10 15 2.0 TIME (hours) Figure K-2. Stuck Open Relief Valve (Case 2 Transients) N k) $I
BFS o
~'yp>>3 a 22 PRD>A >2392 E REPR E GR3 E W M D?2 y %>b32 g sem g WMB o L'MM3 E B'RD2 f
BERI l
~ .
VDMA E n EG9M & B
&#DM t g EM 1 -
D)'NW E BEM " 2 lMP3 " fiWh3 GMM m)>2s - a t)332 3
~
G' m - 52 # vm m E %
'D)21 P >
alB2 % MDD3 Z EW>D'D e BE)3 c nes>2 y. NMZ5)2 = c M'bM 5 t MD3 E 3 b'EM E m WM d -- e b>>>M 8 4 693>3 s E
@ZDR y e BDB)2 =
nmD; # RDR)' MDX b>?>M MRD' DD>% WhD2 ' E>>>>>>>; I - e o . - o 9 o o o X
}pp\p)}} M loyd) 3gn333gd 73333 A 4 DM3 l l l I MS$N 2 R R 8 (44M a - -
gggg 19 aunivuaanallood aunssava 3C.K-33 'i' 14-020279
BFS o @>>>M
>>>>>>>2 ><t1 wb22 '
s>>>D% &>3M 2)>h% B'h>M >>>DM ED D3 p>D>>2 W)>M . WhB)2 - Sh>>b>A >>DD>>'i 5)>>h' >>X - bM>>M D>>>>>)2 8 VD>bX e >M)D>3 * >>>>3>'t 5 DD>>>' 5 wbbh>2 , ; p))D>>>3 - 5 5 D'pD> 2 >DnDh1 2 i e %>D)2 5 3 b>>>2 K% @233 g ""' S))D2 = ; >>>M > B e n>m g c iMD's e 3 >>B51 5 e EPM 3 m . 2 D3293 g 8 o m stM)DJ s ;: - c E55 5 !e 5 =>3>>3 a mm x
- 8 i m6223
~
&DR ~
- EWP) -
a WB)))3 - C D'PM - BB)>J l , , , , im, ,, , 9))DA o = - D>DD>T g)pg mei aWnssaWd ,assaa >>>PR i i i W2% e i +'9py :: 6 8 a (do) awn 1VWadW31700d NOlss38ddnS DM7 14-020279 3C.K-36
BFS Mit<4 * - TCC<4 e d(<<4 y ECE(G KfK<<< =
=
(CCCC(4 d
'C(C<<4 E KCC<<< w
- M3 EM i
5 rWC<e Ei [CCC(C4 - 3 (CCm o e K4KC4 2 e r<<<<<c
- 8 KCCd(4 si S ECEQ
- K<<<<<< E ECT<<4 a K<C<C4 E KC(CC4 2
KCCTC4
- KC<CC4 EE<<4
~ 28 ECR4 -jt 3
MECCf ICC4 a8
- ~
asiK44 KCM 3 8 EltW4 K4KC4 EC<<< g
- <MC(4 KC(M 3 ffE4E4 = :E E4EC1
%{"<<4 .
A IMK4 - E KCC(<< - a M M4 - 0 RCRM4 - 3 TGKC4 . EC<<4 . E<C4R4 EC(CC4 EM i , , , , i ,,,~ tsw4 e ., kGM * * *
- f((M(((f 4 (*'d) Bunss38d 13ss3A RC(@ ~
E<<e ' ' I W "K g [f4 *
- 8 g (do) 38n1VW3dW31100d NOISS38ddns 14-020279 3C.K-37
1811111111111111111H111s;18111111111111111111B1162 210 - 8.3a 10
?
8 8 3 VESSE L PRESSURE [ 170 - 09 - C b 1
- s I
w
~
3 E W m m P 5 a y
> SUPPRESSION POOL TEMPERATURE 130 -
- 0. 5 -
'"'I^"^"
S PC OL TEMPERATURE OI FI
~
90 - 0.1 O 05 3 15 2 TIME thowel Figure K-6. ADS Transients (Case 6)
'1111111111111R1111111H1H11111lll11111111H 210 1.3 x 103 s.
1 o N o N N VESSE L PR ESSURE E
*- 170 -
09 - E 3 6-I. 3 E 3 3 =. w
- 3 m 8
M u 8 m SUPPRESSION POOL TEMPERATURE F = z E 7 a i 9, m u 8 8 e m m a > E 3 130 - 0.5 - m 90 - 01 8 8 ' I ' ' " ' I ! 0 05 10 1.5 2.0 TIME (hours) Figure K-7. ADS Transients (Case 7)
kHilllEllilHilRilillbililillilill81110111111R 58 (21. - t 1.51
$t
~
REGtON PPsPE < 550 pad - 120 5. -11 451 Ss - g - 120. -I t.41 5
- _1 s
0 55 - s 119 5.-t1.25 y'- 4 - 2
.a PPIPE
- 560 gud
{ o fl9. -ill u < M P 5 e r.l e ~ O K d w O $3 _ REG lONPPIPE , 550 pod 3 h
, (I E 7. - ta 71 s *
= -
52 ~ 118 3.--10 31 " NOTE: THE PEAK DYNAMIC PIPE PRESSURE DESIGN LtMIT
$1 HA B RAI ( H A 3. t l.
THE METHOD FOR CALCULATING BUBBLE PRESSURE s ig' sn oi IS GiVEN IN SECTION A12 6.1. 1 0'.' O 15130 20/40 187 7' -9 73 25s50 30/60 Figure K-8. 238 Standard Mark III g (4h 4A
BFS K$b APPENDIX K-A ( g(((((4 ECCC< INTERIM OPERATING PROCEDURES AND POOL TEMPERATURE LIMITS ET<{1 ECT<<<4 ('((((((4 A. POOL TEMPERATURE LIMITS M [fq((((y 1. Continuous Power Operation - Maximum allowable suppression pool tem-perature during continuous power operation shall not exceed the K<(TC1 technical specification limit for power operation.
$(((f(4 ECC<<<
E((G 2. Testing During Power Operation - Maximum allowable suppression pool K<'<<<<4 ggggg temperature during RCIC, HPCI, or S/R valve or other testing at NETT4 power which adds heat to the suppression pool shall not exceed +10*F EC(T<4
;(qqgqq above the technical specification limit for continuous power opera-Ed($@ tion. The pool temperature must be returned to the continuous KMCCG (g{d power limit as specified in the Technical Specifications.
[(TN@ KCCCT4 g((((< 3. Reactor Operation - The maximum allowatle suppression pool tempera-ture during reactor power operation at greater than 1*4 of rated
@((({( power shall not exceed 110*F.
EE(4 Ec<<<< E((Q 4. Reactor Isolation - Maximum allowable suppression pool temperature IE{T(4 resulting from isolation of the RPV and concurrent scram from A.1 gqg E<d(T4 above shall not exceed 120*F when operating pressure and temperature E(EC(4 gq(gg are being maintained. EEM L4K @ [(qg((4 B. GENERAL OPERATING PROCEDURES KCCSs (<${E4 ((({qq 1. Continuous Power Operation - Should the suppression pool temperature I exceed the limits of A.l. above, all available suppression pool ((((Q(f cooling heat exchangers should be initiated. EC<<<<< EGK4
$E(3 2. Testing During Power Operation - Should the suppression pool tempera-E@56 g gg ture exceed the limits of A.2. above, testing should be immediately L(TM terminated.
ECC{'D ( 3C.K-41 14-020279
BFS ET(E4 3. Reactor Operation - Should the suppressica pool temperature exceed
$<$1 5 g4gg the limits of A.3, above, the reactor should immediately be scra= ed ETTIT4 and depressurized at a 100*F/hr or as required, not to exceed pool t (('<4
((((((({( temperatures of 160*F before the RPV reaches 200 psi. WMd4 <<<<(4 [(((((g 4. Reactor Isolation - Should the suppression pool temperature exceed f) the limits of A.4. above, the reactor should.1= mediately be scrammed ( s'CM4 and depressurized at the rate of 100*F/hr or as required, not to exceed KC<C<< a pool temperature of 160*F before the RPV reaches 200 psi. NOTE FOR GENERAL OPERATING PROCEDURES. E5T5Td "KCCC4 gq q qq Events Adding Energy to Suppression Pool - During testing or other events which E E d(4 could result in energy addition to the suppression pool, a man should be posted CC(<<'(C4 g(((((( at the control panel with the specific purpose of observing the suppression pool temperature response.
==
I$EIN C. OPERATION PROCEDURE FOR SPECIFIC EVENTS RESULTING IN POTENTIALLY HIGH . j SUPPRESSION POOL TEMPERATURE DURING S/R VALVE DISCHARGE I waa
- 1. Stuck Open S/R Valve at Power K< W (CC<<<<:
g g4 a. Scram the plant, preferably by placing mode switch in shutdown, E M C4 as soon as it is recognized that valve will not close or if pool EC M4 ggg(((4 temperature reaches 110 F. M((4$ ECCG g((((< b. Initiate all available pool cooling heat exchangers immediately. K4 TEM K<<@ firiqE(4 c. Continue attempts to close stuck-open valve. (GEG WK<<<4 M(fff((< d. Following scram, the stuck-open safety / relief valve will immedi-fD ately depressurize tha RPV to some lower value. Continue depres-ECC(4 surization through the main condenser, isolation condenser, or EdTds by opening additional relief valves. If relief valves are used, gggg44 M(G they should be separated from the stuck-open relief valve to g assure uniformity of energy insertion to the pool in order to 3C.K-42 14-020279
BFS f(CC<4 g gg reduce vessel pressure below 200 psi prior to reaching pool SETCd4 temperatures of 160*F. 'C<4t<<4 KMCC4 $$TM e. Proceed with plant shutdown. N s ESTC4 2. Stuck-Open S/R Valve with Reactor Isolation 5(TEW
- <MKCf EIII$ a. A stuck-open S/R valve will result in imediate depressurization f(CCC4 f(((((1 of RPV to some low pressure depending on decay heat addition.
b Continue as in C.c. and d. above. [GNM(E4
- b. All available heat removal systems are already in operation and
{f5'((4f(d should continue heat removal at maximum capacity. Ed(d(4 25% [ddM c. Proceed with plant shutdown. K4% M E'Ctm EN 3. Loss of Main Condenser (i.e., MSIV Isolation, Scram Automatic) [4E55C(4 REE<4 N EES Plants with Isolation Condenser EM E<ft<4
- a. Initiate isolation condenser immediately to minimize. energy dump
[(((@ to pool. KW
'<4K@
E6Mi$ b. Initiate all available pool cooling heat exchangers imediately "dd5T6 ggggg if pool temperature exceeds service water temperature. M<CC4 MM c. Continue trying to reestablish main heat sink. gqqqq;g EE g(ggg d. If suppression pool temperature exceeds 120*F, initiate shutdown
$6N at 100*F/hr or as required not to exceed pool temperatures of CTEE43 rgggg4 160*F before the RPV reaches 200 psi.
sEM rsECC4
{((gf f Plants with RHR Non-Condensing Type Systems
$$M(4 MCG
- a. Activate all available RHR pool systems immediately after pool temperature exceeds service water temperature.
3C.K-43 14-020279
BFS b,kNI($ b. If full complement of RHR systems are available, plant may be
'((((((((< maintained at hot-pressurized condition providing maximum pool b
*' temperature does not exceed 120*F.
k(C(((4 h c. Hold RPV pressure between 800 and 1000 psi by manually actuating (MC% opposing S/R valves around the pool.
?[WM4 ETCCC<
KTfd4 d. Restore main heat sink as soon as possible to terminate dump to [CCCCC< ggg(g4 poo1. ECCCC<
- <C<<<<4
[gqg(q< e. If pool temperature exceeds 120*F with full complement of systems EfdE4 operating, depressurize plant at 100*F/hr, or as required not to exceed pool temperatures of 160*F before RPV reaches 200 psi. me< (< men g((((( f. If a full complement of RHR systems are not available, initiate k plant depressurization immediately and depressurize plant at g(((4'1 100*F/hr or as required not to exceed pool temperatures of 160*F before RPV reaches 200 psi. fm< , f. KfCC(4 gggqq Plants with RHR Condensing Type Heat Systems E(E((4 W&t4 gqqq a. If both systems are available, place in steam condensing mode EET$ within 30 minutes. KEM KfECC(4 [ITEIS b. Full condensing capacity should be used to maintain pool below E4 @$$ L(((((4q 120*F. MWC4 M<<< g(((g c. Hold pressura between 1000 and 800 psi by manually actuating dif-ferent S/R valves around the pool, m ea f d. If pool temperature exceeds 120*F initiate plant depressurization [(((d4$ to the condensing Ex at a rate of 100*F/hr or as required not to exceed a pool temperature of 160*F before RPV reaches 200 psi. E<<C4 K<Kt<<< 3C.K-44 14-020279
BFS E(TC('4 E(T(f4 e. If only one of two RHR systems is available, place in condensing ( ( mode within 30 minutes and begin plant depressurization at 100* F/ hr using maximum condensing capacity and S/R valves if nccessary. m(<.
$$$$$$ f. Proceed with ahutdown.
EC((k'C4
' <<S D. GENERAL CONSIDERATIONS ace.
Em(< Experimental data indicates a 160*F suppression pool temperature limit will gqg L's((((C'(4 prevent excessive steam condenstaion loads during relief valve discharge K@<'E$ ggg((4 with sonic conditions at the discharge exit. The following are some general l'<I'IM! recommendations to even further reduce the probability of the occurrence of [(CCCC4 gg(g((4 excessive steam condensation loading. (%E%%%4 K(CC(((4 gqf((4 1. Suppression pool water temperature should be maintained as low as EEIN practical below the technical specification limit by operation of K<<<<<4 f((((((4 the pool cooling heat exchangers during periods of low service water temperatures. [<tC<4
- 2. Testing should be performed as follows:
een EMCG a. Before testing, cool, if pcssible, the suppression pour to lower ggg4
$Efx(I's temperatures. 'Ifd%'(4 I
- b. All testing should be of as short duration as possible. Also me.$ consider having RER system in operation during test.
[qgg E4SEM ECM g(gg(/gq c. Testing should be done during low power levels if possible and EN'E preferably during the return to power at the beginning of E6 [gfq(((q each operating cycle because decay heat levels are lower. LWs(tj MMi Mcm f%G4% L(TK%4 M KCC ( 3C.K-45/3C.K-46 14-020279
BFS ATTACHMENT L E(T(T4 [((((((((4 Containment Asymmetric Loads [(((M L(WC4 E M [T4 This attachment discusses the potential for circumferential variations in the E(CC4 gqqqq LOCA dynamic loads and relief valve loads. The asymmetric loads are identified K(((((4 and the data being used for containment design evaluation is present. ET('((4 (CECC(< El(C((4 Table L-1 is a tabulation of the postulated phenomena which could cause ECM {lg((g loading asymmetries. I6$M4 HRE(t g;ggg With the exception of items 6 and 12, the above table either provides a reference BEE for the asymmetric loads that are significant and should be considered, or pro-
$$((((4
[(((qg4', vides a reference that justifies the assumption that a particular phenomenon
$EI$54 does not lead to asymmetric loads of significance.
( The following is discussion of items 6 and 12.
- (me, As discussed in section 6, the maximum containment pressure increase associated N'((T4 with the bubble formation that follows vent clearing is specified as 10 psi.
IC((((T gg/gg4 The basis for this specification is data from the large scale air blowdown tests f(E($ that were conducted as part of the Mark III test program. Circumferential varia-tions in this relatively small pressure increase could result from either seis-EENM mically induced submergence variations or variations in the vent flow composition MM (i.e. , air / steam mixture variations) . g'g(qqq Increased submergence could lead to an EM increase in the load. However, PSTF data shows a very weak relationship between kE(@ ggg submergence and the containment pressure increase caused by bubble formation. The survey of the PSTF data shown in Figure 6.6 shows that for tests having the [g((({4 same drywell pressure at vent clearing, variations of up to 6 ft in submergence lead to variations in the bubble load of 2 to 3 psi; it is concluded that varia-M('K4 tions in suppression pool depth due to seismically induced waves will not lead Wh5 to significant asymmetric containment bubble loads. gggg4 TMM IEMR g eg The bubble loading specification of 10 psi being used for Mark III design was AM@ derived from an air test and is thus the most conservative in terms of vent flow E((@ ggg composition. Any steam in the vent flow would be condensed and this would lead 3C.L-1 14-020279
1811H1R1111515I1181Hll1lll1811111H8lllllH1131 Table L-1 Is there the potential for significant Asymmetric Loads asymmetric Being Used for Phenomena containment loads Design Evaluation Conraents
- 1. Seismic induced pool No See Attachment B surface waves
- 2. Selsmic induced changes in Yes See Attachment B the pool hydrostatic pressure N
b 3. Relief valve actuation Yes See Attachment A w h 3
- 4. Jet Loads during vent No 0 Loads are of negligible cleaning magnitude (see 6.1.2)
- 5. Sonic and compressive waves No Both 0 Loads are of negligible magnitude (see 4.1.1 and 6.1.1)
- 6. Bubble pressure load Yes 0-10 psi See following discussion.
- 7. HCU floor flow pressure No O See Attachment F E differential S
5 U 8. Fall bach No 0 Loads on the containment
- are of negligible magnitude (see 6.1.7).
- %. O.
H1511111115fR1111H18H115115H11111BilHHH Table L-1 (Continued) Is there the potential for significant Asymmetric Loads asymmetric Being Used for Phenomena containment loads Design Evaluation Comments
- 9. Post LOCA waves No 0 Loads on the containment are of negligible magnitude (see 6.1.8)
- 10. Containment pressurization No O This is a relatively slow charging process. See Figure 4.4.
E
- 11. Condensation Oscillations No 0 Loads are small (see m 6.1.9)
T
- 12. Chugging No 0 See following discussion.
- 13. Pool Swell loads with No 0 See Section 10.1 and seismic induced waves following discussion.
present 5 O a 5 e
BFS , to a less rapid pool acceleration and thus a reduced pressure load on the con-(('s('Q(4 tainment wall. It should be noted that PSTF data shows that tha high degree of 4, gg g turbulent mixing in the drywell during a LOCA leads to a uniform mixture of air [(((((((f(4 and steam in the vent flow. This condition will also exist in the full scale ( II Mark III and this uniform vent flow composition will preclude any significant ( circumferential variations in the containment bubble formation loads. In addition,
') / Attachment D shows no significant circumferential variations in drywell pressure E)s1xs4thatcouldleadtovariationsinventflowra Despite
(((((4g(4 strong evidence that circumferential variation in the containment bubble lead . ETCTC4 will not occur, arbitrary loading combination of 0 psi on one side of the contain-ECT(4 ggg({4 ment with a simultaneous 10 psi load on the other side should be considered to N EI(l4 account for any uncertainties about asymmetric loading conditions. 5((%(C4 sC<<(<(<4 Data from General Electrics ongoing Mark III test program has shown that the (((((((($ containment wall does not experience any loading during vent chugging (Eighth
! Quarterly Progress Report, Mark III Confirmatory Test Program, NED0-20853, K((((TG April 1975 contains a discussion of this data). Thus it is concluded that chugging KC<(C(4 ggg(g<does not represent a source of asymmetric containment loads.
9) N 3C.L-4 14-020279
BFS g(q(({4 ATTACHMENT M ~ (<<t(t< ggggg MULTIPLE SAFETY / RELIEF VALVE ACTUATION (<C((4 gg(((q(4 FORCING FUNCTION METHODS KCCM CT(<(4 ET(N TABLE OF CONTENTS
<<<M4 (C(t(C<
SE< SECTION TITLE PAGE MM KC(<<<4 g(gtg M
1.0 INTRODUCTION
3C.M-5 EECC g
'(4q[gg M2.0 RANDOM PARAMETERS 3A M-6 .
E(CTC(4 ('(q(({q M2.1 Reactor Vessel Pressure Rise Rate 3C.M-6 , Kt(<<4 : g
' (((gq M2.2 Valve Setpoint 3C.M-6
M2.3 Valve Opening Time 3C.M-7 t<(Ca g
'(((((( M2.4 Quencher Bubble Frequency Distribution 3C.M-7 KC(G
;('((({( M3.0 MONTE CARLO TRIAL SIMULATIONS 3C.M-13 ETC((4
((((((q M3.1 Approach 3C.M-13 E(' M (4 (((((G M3.2 Bubble Arrival Time 3C.M-14 ECCCC4 [((({f M3.2.1 Calculation of Reference [(((({( Arrival Time 3C.M-14
'( / M3.2.2 Adjustment of Bubble Arrival '((((((4 Time for Valve Setpoint Variations 3C.M-14 dET(@
{Ef(Q M3.2.3 Adjustment of Bubble Arrival [((((( Time for Valve Opening Time
- (T(@M Variations 3C.M-14 E$N(4 K(((((((4 M3.3 Quencher Bubble Frequency Variations 3C.M-15 E'(TM KCW(di M3.3.1 Adjustment of Quencher Bubble MM Frequency for Discharge Line
[((((((4 Volume 3C.M-15 ECM KT((((4 M3.3.2 Adjustment of Quencher Bubble [($i[(4 Time History for Selected Frequency 3C.M-15 [((d((1 [<<(M K(Ct(<4 i EC(<m 3C.M-1 14-020279
BFS TABLE OF CONTENTS (Continued) 'q(((((j SECTION TITLE PAGE E(TCM $$$5EN M4.0 FACTORS AFFECTING PRESSURE DISTRIBUTION ON THE SUPPRESSION POOL BOUNDARY 3C.M-15 M4.1 Bubble Pressure Attenuation 3C.M-16 ma4 ggqq M4.2 Line-of-Sight Influence _3 C_. M-16 [T(CCC4 r/gggg M4.3 Combination of Multible SRV Pressure Time '{rgqq { Historias 3C.M-16 MW4 M5.0 g((((((((4 FORCING FUNCTIONS FOR NSSS EQUIPMENT EVALUATIONS 3C.M-16 [C<EC4 (((qq MS.1 Time Sequencing 3C.M-16 E(IT((4 ,'(((((g4 MS.2 Pressure Time Histories 3C.M-17 EMd [(@[g M5.3 Vertical Basemat Force and Overturning 1R(C4 Moment 3C.M-17 'ksM N ('g((((s'(< MS.4 Fourier Spectra 3C.M-17 ET(T@ ((CE(< M6.0 STRUCTURAL RESPONSE ANALYSIS 3C.M-18 EdC<<<4 3C.M-2 14-020279
BFS I LIST OF ILLUSTRATIONS EC'<dC< KCC <<4 ggqqq EICURE TITLE PAGE ECWC4 KMt<4 gqqqg4 M2-1 Probability Density Function vs Pressure Rise Rate 3C.M-8 ETT(4 g(qqqq M2-2 Probability Density Function vs Valve Group [(((((((4 Setpoint Variation 3C.M-9
- <CC<TC4 f((<g((4 M2-3 Probability Density Function vs Valve Opening Time (x(((((((f Variation 3 C .M-10 KCCCC4 KTC((4 M2-4 Probability Density Function vs Bubble Frequency 3C.M-11 KTC<<<4
[(TC((<4 M2-5 Quencher Bubble Pressure Time History 3C .M-12 K<<(t<<< f(( M MA-1 Basemat Load vs Time 3C.MA-5 E<4KC4 KTT M MA-2 Fourier Spectrum of Basemat Force 3C.MA-6 R<<<4 ET E<4 MA-3 Fourier Spectra of Vertical Basemat Force 3C.MA-7
- C<<<tC<
3C.M-3/3C.M-4 14-020279
BFS EN M
1.0 INTRODUCTION
(EMS
- ( & s !t fThisattachmentdescribestheprocedurefordeterminingthesafety/reliefvalve fd$fd (SRV) discharge 95-95 percent confidence level forcing functions that are imposed MtMEM g
v ggg on the containment structure to obtain structural responses which are used as input for the evaluation of equipment located within the containment. The pro-ggggg4 cedure utilizes the random nature of several parameters that significantly in-56ET4 fluence the phase relationship of the individual air bubbles formed in the E$$$ . - . gg/g suppression pool during multiple SRV discharge events. The random variables EU that are utilized in this procedure are 1) SRV Setpoint Tolerance, 2) Valve MMd gggff{ Opening Time, 3) Reactor Vessel Pressure Rise Rate, and 4) Quencher Bubble NN Frequency. Other parameters that influence the phase relationship are Miog WNW5 jg(((@ studied for future application. NiE({di fi'4M KQ((({ The maximum positive and negative bubble pressures for each individual discharge location are determined by using the method described in Section A12.6 of
$ d(Q Attachment A. It should be noted that test d:ta indicated randomness in the peak VEd(G ygggfgg4 pressure a=plitude which could also be used for determining structural response.
EC'd M This is also being studied for future application. NN tc(wC4 E M Of the SRV cases identified for consideration in containment structural design KT($$4 g(qq((, (Table A4.4 of Attachment A), the expected bounding vertical response at equip-
$$($$M ment locations is based on the all valve case. The expected bounding horizontal E'((((4 g[q(((4 response is based on either the single valve subsequent actuation, two adjacent valves, or the all valve case. The ADS case is also evaluated. From each of
((((%4 these four cases, the Fourier Spectra of the forcing functions for 59 Monte
, Carlo simulations of the event are plotted. A bounding forcing function is K((((4 then selected in each of the frequency ranges of interest for use in developing '<((((<
gqg the dynamic responses at a selected location on the containment structure (i.e. ,
$(4ET43 basemat, drywell, and containment). These dynamic responses are then employed (qqqq geg g for NSSS and B0P equipment evaluations. A dynamic time history analysis is N ( M performed to determine the acceleration time histories, response spectra, and EC{T4 gq q displacements needed. Dynamic responses for equipment evaluations are made by MM4 (K<<<<4 3C.M-5 14-0202/9
BFS ECCC4 NEN enveloping the results from the selected trial cases with the largest Fourier (( spectra magnitude in each frequency interval. For clarification, an example ( is presented in Appendix M.A to this attachment. waa h M2.0 RANDOM PARAMETERS M gg M2.1 Reactor Vessel Pressure Rise Rate (PRR) EME$ mm [q((g The pressure rise rate distribution for BWR/6 plants is shown in Figure M2-1. $$NYM [C((T(4 The distribution is determined from an evaluation of BWR/6 transient events. g({4 The figure represents the probability density function for pressure rise rates for events opening > 2/3 of the SRV's, weighted by the relative occurrence of ((((4 the events and averaged over all reactor conditions anticipated during the last fdCCCC5 gyg 40% of an operating cycle. The lower limit of 40 psi /sec is the minimum pres-(((((((4 sure rise rate expected to open 2/3 of the SRV's. The upper limit of 140 psi /sec [(RM gggg has a high probability of not being exceeded for any operating condition. EE64 KMKC4 gggq(q It should be noted that the PRR variable is only used in the all valve case E d($ Monte C.rlo event simulations. ( SKCC M EM4 K E N M2.2 Valve Setpoint ECM MCC4 N$N ECC<4 The setpoints for SRV's on BWR/6 are arranged in three groups with redundant (((M< logic trains consisting of a pressure transducer and three pressure switches. The logic for the 238 BWR/6 design consists of one pressure switch set at 1103 [M(((4 psi, nine on a pressure switch set at 1113 psi, and the remaining nine on a pres-sure switch at 1123 psi. A testability feature is also included which utilizes IT(RCT4 pressure trip instrumentation. The tolerance on the pressure switch setpoints KTM g( g((4 with this testability feature is based on a normal (Gaussian) distribution with EE W a standard deviation of 2. psi as shown in Figure M2-2. For the grouped arrange-KKKKC4
'(((((4 ment, the standard deviation is applied to the group setpoints; thus, the valves E U within the group will have the same adjustment.
ECTC4 K(CCE4 EM v. 14-020279
BFS th>M N /N The SRV arrangement and pressure setpoints for the Mark III standard plants are 2,33/ y)Sjp]h) identified in Figures A4-3 through A4-9 of Attachment A. The actual location of the quenchers in the suppression pool is defined by the purchaser. Mb))3 M2.3 Valve opening Time (VOT) == >>h>2b)7, Test data indicates that there is a normal distribution for the VOT with a S))M23 pg yg standard deviation of 0.009 seconds as shown in Figure M2-3. S)3))))3 >> B D 2 pp3333 M2.4 Quencher Bubble Frequency Distribution (QBF) y)2$D)))))2 DM23 A . typical forcing function for a quencher SRV bubble with a frequency of 8 Hz h)D)>2 >),));pg)) is shown in Figure AS.11 of Attachment A. The bubble lasts effectively 0.75 b}b)))) seconds in the suppression pool. In the 8 Hz bubble, the pressure decays to b,)p)))),] one-third of the peak value over 5 cycles and a complete pressure cycle oscilla-bbN >D M)) tion period lasts 0.125 seconds, 0.05 seconds for the positive pulse and 0.075 4)))),),)'$ secons for the negative pulse. For other frequencies, the same damping definition )Dr>>M) applies, i.e., two-third decay over 5 cycles, or 0.133 decay per cycle. syg ED))3 >>>>R>J gyyygg The quencher bubble pressure time history in Figure AS.ll of Attachment A is an ED)))3>3 idealized bubble model. For the purposes of this procedure a pressure time h32/>))% gypy)gy history curve is constructed by assigning half sine waves to both the positive ED D))}) and negative portions as shown in Figure M2-5. The P and P**
. ratios and DbN) **
pg ))))) the positive and negative pulse duration periods are maintained. This provides
/ a time history that is more representative of the test observations and allows p})))3),j for computer simulation.
IDMhE/)
' Quencher test data shows that the frequency of the air bubble is a function of p);pyg the SRV discharge line air volume. The distribution of bubble frequencies for
%),3,*)S>l a discharge line air volume of 50 f t. is shown in Figure M2-4 and is used as ( the reference for this procedure. This reference value is the SRV line volume >>,)))))))2 from the operating plants from which the Quencher bubble frequency data was NM)3 )g )))),3 obtained. The normal distribution for the curve has a mean frequency of 8.1 Hz DM M ) with a standard deviation of 1.7 Hz. It is truncated at the minimum and maximum BRM bounds of 5 and 12 Hz. 3C.M-7 14-020279
$M 0
5 1 H 1
^
l 4 l 0 4 i 1 l i H l 3 0 1 - e l t a l R E 8
- 0 2
1 i i R e s e 1 r u 8 1 0 1 1 P s s e r l . l ) h c e s v 5 1 0 0 1 ( T is E A p i t n o c 1 b R n u l S m F l E y t 1 0 9 R U i s h l S S E n e 4 l R D R P l y t 0 i 1 8 l i 1 b a 1 b o 1 P r H 0 7 1 5 1 2 M r e 0 1 6 u g 1 i F 1 . 1 1 H 0 5 5 1 R4,2 0 2 6 1 2 1 8 0 4 0 0 0' 4 10 0 0 0 0 0 0
'O 0
0 0 0 i z,o b z ? t
- I' o b3i$oEa.
i H IoNoNw@ T
i tilBilRillEllilillRelilllilifilllilllRilillWI 03 8 8 3 g! 0.2 -
$z A
C a v -2 P E %
? % = * ~J B
I
'O E 0.1 ~
+1 a& 4 -1o &
0 _ _ I ! _ !
-8 ,- S -4 -2 .0 2 4 :6 ,8 10
~
vat VE GROUP SETPOINT VARIATION (psil (VARIATION FROM MEAN SETPOINT) Figure M2-2. Prob,bility Density Function vs. Valve Group Setpoint Variation 4
~
1H1111111511111111151511H1119!!i1R1RH1111111 50 40 -
,Z O
8{ 30 -
.2 i
w Ib ~ to P !E l e = 0 009 sec i8 U ? O lb 20 - E 8 E
'10 -
+31a 4 4 .1 o +
l l l l
- 0. -
- 0 04! - 0 03, -u 02 - 0 01 i0 0 01 ,0.02 l0 03 !0 04 VALVE OPENING TIME VI RIATION FROM MEAN isec)
Figure M2-3. Probability Density Function vs. Valve Opening Time Variation (for Crosby and Dikkers Valves) ff
N 111111H1111E11R15111111RH111R111RilHHilill 3
~
ggx, , 1
,-(X-u)2/2 o 2
/2 w o2 MEAN = y = 8.1 Hr STANDARD DEVIATION = a = 1.7 Hr FOR 50 f t3 AIR VOLUME Z
9 0 z (L2 3 ? W 5 w H O w d E 8 - 5 Hz LOWER LIMIT 12 Hz UPPER LIMIT O I I I I I 4 5 C 7 8 9 10 11 12 13 BUBBLE FREQUENCY (Hz) Figure M2-4. Probability Density Function vs. Bubble Frequency
- O l11111111111H1E111181RH11R11111ll1111R111 '
#* NOR tZED PRESSURE f
O.800 -
"^*
. ,jf', .
0400 1 1/3 P MAX g j M $ / II y 5 h / =
/
I t 3 # h 0 0 05 I3 MIN (TYP)
-0 400 -
MIN _p g , I ! I I I I I I
-O 800 O 0.100 _0 200 0 300 0 400 0 500 0 600 0.700 0 800 0.900 TIME (sec)
Figure M2-5. Quencher Bubble Pressure Time History
^ :N) ih
BFS W$$ M3.0 MONTE CARLO TRIAL SIMULATIONS MEM gqqq M3.1 Approach f($$!$(A 'GM ggqPg There are four SRV cases that are considered to get bounding forcing functions $$$d for the equipment evaluations. They are: k@ M Single Valve subsequent actuation ggg _ KT(@ M KKC4 ggg - Two adjacent valves fM(E4 MM ADS valves gg - @W(4 h {4d(d . g g(g4 - All valves NiEd EMG '(q(Qg(< In each of these cases, 59 Monte Carlo trials are performed in which appropriate random variable adjustments are selected for the parameters listed in Section M2.0. (J(M@ For the single valve subsequent actuation case only the quencher bubble frequency ECC4 is varied. For the ADS two adjacent valves cases, the valve sc point tolerance g g g-g ' (f(G and pressure rise rate considerations are not incorporated for obtaining the E NM gg forcing function because the entire group of ADS valves is simultaneously acti-V!M(59 vated by a single signal. For all valve case all variablec are considered. ESYiM E M T< Ed M The all valve trials each consist of selecting a random pressure rise rate from Ed(E4 g g g Figure M2-1 and a random pressure switch setpoint for each group of SRVs using EDEN Figure M2-2. This information is used to compute the bubble arrival time differ-RC<<@ (qq({< ence or separation between each group of valves. These bubble arrival times are EET4 adjusted for each individual valve by randomly selecting a time variation due to ((CCK<< ((((((t valve openLng time (VOT) using Figure M2-3. WW .'CCCG '((((((< Once the bubbles are in the suppression pool, each bubble frequency is randomly E(@$4 ggggq varied by selecting a frequency from a unique distribution for the discharge line Eddd(4 volume involved. See Figure M2-4 for typical distribution for discharge line $$MT4 3 The bubble time history for each valve location gqqqqgq with an air volume of 50ft . 3C.M-13
BFS @2M>3>>) py g is then used to determine the forcing function on the suppression pool boundary II@>}}'} by utilizing the methods described in Section A10.3.1 of Attachment A. DD'h>l @MR A D M h) For the ADS and two adjacent valve cases, each trial assumed that all valves E' $5NE>)' py,g yyy are actuated together and then bubble phasing is adjusted by randomly selecting >>>>>M2 a time variation due to VOT for each valve. Each bubble frequency is then ran-El25932 $))))),))j domly selected as for the multiple valve trials. For the single valve case only the bubble frequency is varied. so m M3.2 Bubble Arrival Time >'>'>'PR5 h'WBR g g M3.2.1 Calculation of Reference Arrival Time E3ED>>3 $2DJ)'l g))))' The arrival time for each air bubble in the suppression pool relative to the EN'>>}3 lowest set SRV is a function of the SRV setpoint arrangement and the reactor NI3D)) gj}},g pressure rise rate. Assuming no tolerance on setpoints, no variation in valve s opening time (VOT), and randomly selecting a pressure rise rate (PRR), the Dyjpj))' arrival times of the bubbles in the suppression pool are computed by diciding $ (, the nominal setpoint differences (i.e. , t.p = 10 and 20 psi for BWR-6) by the p'Q'j33,)3 PRR. It should be noted that SRV discharge line lengths are not considered. For BWR-6 with nominal setpoints at 1103, 1113, and 1123 psi the time separation f @B),'@ is 0.077 and 0.154 seconds, based upon PRR = 130 psi /sec. ??MB >DM D'Dih>j M3. 2. 2 Adjustment of Bubble Arrival Time for Pressure Setpoint Variations lS$D $1M92 N EED Each all valve Mrnte Carlo trial will include an adjustment of the bubble >M M yyyy;pg arrival times as calculated in Section M3.2.1 by slightly increasing or de-hMSS') creasing the valve setpoint for each group of valves. This is done by using @2<')))))
) a random number generator code to select valve setpoint variation from the distribution shown in Figure M2-2.
DD3 M3.2.3 Adjustment of Bubble Arrival Time for Valve Opening Time Variations >E>>$3 EMM g))))yg Each Monte Carlo trial will include an adjustment of the bubble arrival time ,,,, as calculated in Section M3.2.2 by slightly increasing or decreasing the VOT 3C.M-14 14-020279
BFS g/ggg for each valve. This is done by using a random number generator code to select $ddl[fi$ VOT variation from the distribution shown in Figure M2-3. '7gg Jf3 MSE M3.3 Quencher Bubble Frequency Variation W'504 MCC4 I$. E M3.3.1 Adjustment of Bubble Frequency for Discharge Line Air Volume I 'b55'N'E As indicated in Section M2..+ the frequency of the quencher bubble is a function of the SRV discharge line air volume. A reference line air volume of 50 ft has be$ seleu. d to generate the bubble pressure time history shown in Figure 6 ( M2-5. For e4 cn SRV discharge line volume a unique frequency distribution is 4 '{SE'ffi$ gg,gg4 generated by adjusting all of the characteristics (mean, standard deviation, b'@M lower bound, upper bound) of the reference distribution curve by multiplying M y[gg TC< by the cube root of the ratio of 50 ft3 to the actual air volume in the SRV ( SM'E4 discharge line. For example, the adjustment of frequency for a 100 ft line ME4 g('g/; volume is: K4M 3
/ 50 grj;/g 8.1Hzxkl00 = 8.1 x 0.79 = 6.4 Hz MCG Ema INd Examples for the other characteristics:
M IS f6M'4 Mf{$[( Volume Mean Std. Dev. Lower Bound Upper Bound (f t ) (Hz) (Hz) (Hz) (Hz)
% M' f$
}M
%j'gggg EC4 50 8.1 1.7 5 12
%gg 100 6.4 1.3 4 9.5 MSG Wu M g g M3.3.2 Adjustment of Quencher Bubble Time History for Selected Frequency 5$${5$$'
NM8 In each Monte Carlo trial, a random number generator code is used to select a MM$
'g's"<qq
( frequency from each of the frequency distribution curves generated in Section Ndb5d M3.3.1. For each frequency selected, a time history of the Quencher bubble
$$MG '4ggg pressure oscillation is generated by adjusting the ref erence time history (8.0 Hz) . This is accomplished by maintaining the ratio of negative to 'g(d (d' positive pulse period constant. The pressure cycle period, positive pressure 5
pulse time and negative pressure pulse time are adjusted by multiplying each g by the ratio of the reference frequency (8 Hz) to the selected frequency. For example, for 6 Hz: 3C.M-15 14-020279
BFS 8 Hz Pressure cycle period = 0.125 sec. 6 Hz
~ * **U*
3' lib)2 8" Positive pressure pulse time = 0.05 sec. = 0.067 sec. {(' / 6H w>>a b'D B M Negative pressure pulse time = 0.075 sec. 86 Hz = 0.100 sec. gggg Hz GM E'lls')3 N'MI8 Number of cycles per Bubble duration 0.75 sec. >ME'M 0.75 sec. duration Pressure cycle period " 0.167 sec/ cycle - 4.5 cycles V)2M D'h>b2 O'3IM'3M4.0 FACTORS AFFECTING PRESSURE DISTRIBUTION ON THE SUPPRESSION POOL BOUNDARY D>'b>'M EEMG INN M4.1 BUBBLE PRESSURE ATTENUATION >2WE M'b'R U G,MjThe attenuation of the bubble pressure with distance r from the quencher is EM3 g;g g r2 /rg where r - radius of the quencher - (4.87 f t) and r 3 2r, (see Section D$D2 A.10.3.1 of Appendix 3B) . r = true spatial distance from the quencher center @333'83 g g to the node. >] !PE M DDB 2 g g M4.2 LINE-OF-SIGHT INFLUENCE ,,, n!EM @ I'E DM The line-of-sight criterion for the bubble pressure states that points which $$Mk )))),)p))y cannot be seen through a direct line from the outer radius of the quencher bb)NM arms to the location in question will not be affected by the pressure frem >))>-)))D p?))'W)] that quencher (see Section A.10.3.2.1 of Appendix 3B) . 05)/1 flMe>>
) )',)' M4 . 3 COMBINATION OF MULTIPLE SRV PRESSURE TIME HISTORIES n'+,)),',n,,s 62)'M C)$$
gg The time sequencing application provides a given phase relationship between t'S)7$ D quencher bubbles. The pressure at each node point and time step is calculated V20$$ by combining the contribution from each valve (in the line of sight) using algebraic sumation. At each node where the total calculated pressure at any ggg time step exceeds the maximum pressure (positive or negative) from any of the
$$D M contributing valves, the calculated pressure at the specific time step is set D)3b'M % equal to the maximum bubble pressure at the sace instant in time.
mm
%DTM 3C.M-16 14-020279
BFS pf;b73115.0 FORCING FUNCTIONS FOR NSSS EQUIPMENT EVALUATION
!si3M ry
.,@) M5.1 TIME SEQUENCING MRiS]
b)2',$) Time sequencing with random parameters is used to arrive at the forcing oD M I gg function for the multiple SRV air-clearing events referenced in Section M3.1. Ie 00Di SAM g'g A Monte Carlo technique is used to generate the building forcing function for
@MM equipment evaluations. The bounding forcing function f rom 59 trials will 4 63 gj g result in a 95% confidence level that 95% of the time the actual fqrcing
(,'fd33 function will be less than the forcing function determined by the Monte Carlo L'2llt'li$
;4,),W)] technique. $$3hD32 LMM D3),)3 M5.2 PRESSURE TIME HISTORIES d'$sM Bf}$3)'>j Fif ty-nine (59) cases of pressure distribution on ti.2 pool boundary are calcu-
' 9NS2 >"g'jggglacedusingtherandomparametersdelineatedinSectionM2.0. { !$$lD)2 mpyg 'L sax:#'}}$w:aM5.3 VERTICAL BASEMAT FORCE AND OVERTURNING MOMENT @,33ls3$ 3)yj,g The total casemat force is ilculated as a function of time by integrating the . M M node pressures over the suppression pool basemat incremental areas. The over- $Nl$5 gy[jg turning moments (about two perpendicular horizontal axes through the basemat
!d d?%'!% center upper surface) are calculated, as a function of time, by integrating the
@>'l'i}yj product (node pressure x the incremental area moment arm x the incremental area) over the suppression pool boundary (containment, basemat, and drywell wall) . LM$i'M mwg g g M5.4 FOURIER SPECTRA w ss,xs T& d M Fourier spectra
- of the vertical basemat force and overturning moment for the y) 59 cases are developed for selecting the cases used to determine dynamic res-M9,)j'M 5/wy ponses for equipment evaluations. The significant frequency range is divided jf,y,yhintothreefrequencyintervalsasdeterminedbelow:
DSl eM)'i EM pp'),33
- Reference 1: Cooley, J.W., & Tukey, J.W., (1965), "An Algorithm for the pg'$,)'} Machine Calculation of Complex Fourier Series," Mathematics of Computation, Vol. 19, No. 90, pp 297-301.
"(g g 2. Shingleton, Richard C. , "On Computing the Fast Fourier g Transform," Communication of Applied Computation Mathematics, pgjg (10(10) 1967, pp 647-654.
DRJM 3C.M-17 14-020279
BFS i ?// / '/ p, Step 1. Adjust the mean frequency of each safety / relief valve Q),>j discharge line for air volume differences, see Sub-uS1t%) gg))y section M3.3.1. iWh83 EM33 Step 2. Calculate the mean frequency (fm) for all applicable ) >5N$$ pg.g safety relief valve discharge lines. \L%62 vsy AucD>>)s Step 3. Establish the frequency intei.'Is based on 0.5 fm to Th>2D3 p),g)y' 1.5 fm, 1.5 fm to 2.5 fm, and 2._ fm to 3.5 fm. >APRd kld2 NIM 1 pjp>j)'Jy),] where fm = Z f i = 1,...,N N i Nd'M N = total no. of valves actuated Ds*dS3 WB2 hhM),Thebasematloadingcaseswiththelargestspectralvaluewithineach wmD @))p),] frequency interval (from the 59 cases) are selected for determination of ,k M P3% equipment responses. DD>2% GbD)')) h@BN gg,3 A DGP2 E?M !P&>3i !B>>3E !%)'9>2! W!B)>') D2D3 S'fM12 i#Mi ?!SR st!MM BD'M %MCp4
- &'E l%
MMP2 E@>D2 b@)'>>>>'8 PD>>>>>'i 4 b//-
&l I)})D$
k'tp'p2B 3C.M-17a 14-020279
BFS x 4 M6.0 STRUCTURAL RESPONSE ANALYSIS N+ ff@d4 Forcing functions corresponding to the case selected in each frequency range {e (selected in Section MS.4) are used as input to the structural analysis. MiWE4 Structural dynamic analysis is then performed for these selected cases. The lE@K4 m resulting dynamic responses are then enveloped for NSSS and BOP equipment 4 Ed evaluations. $$$$!k$ M(% M!KCC< hh2 man Ef4Md KECCG WMG ret M KN1 MM4 rdMst EM1 ma Ni H EMM g EM ~ act<< ftKC4 MtK(4 CE(E4 tR(<<4 EE4 MKC4 (MK< C4K(E4 tMCG WK44 Em4 E!KG1 W W <4 tMS K(M'4 R E K4 EMC4 E&K%C(4 mac K464 ums MM 3C.M-18 14-020279
BFS APPENDIX MA
*"tg3]
lb31
; EXAMPLE OF TYPICAL TIME SEQUENCING APPLICATION '8MI)
(CB;>Rlrhis example is provided to clarify the time sequencing procedures provided LW8$$ ggin this attachment. Typical random parameter values are used to outline the 16'EMUsteps required to determine the bounding vertical basemat force. Examination G$A091 g,y,pf the Fourier spectra for the vertical basemat force and ovet turning moments
}M D/E permits calculation of bounding et~ ' me't 'esponses. Guidelines for selecting BY)N p33',,ppthe bounding responses for equipment evaluations are included.
EIMS3 EIE M g g y)MA. RANDOM PARAMETERS DDE3
@;@MEjbjThe following random parameters are used: pressure setpoints, valve opening f time, and vessel pressure rise rate. The random parameter values used in @,@Jjthis example problem are: $h)'W))'>'k i
D#$$M
)
E'h))),))) (1) Pressure rise rate distribution per Subsection M2.1. D32h>33
' %)yy y (2) Pressure setpoints variation per Subsection M2.2.
EM@>,7>3 hEkb>,2
- gg Mean Standard 3,gp,3); , Setpoint Daviation gjf,)]p3))) Valves (psi) (os1)
MMM g33);p3 1 1103 2 D'gg 9 1113 2
;'p,p's3 9 1123 2
- 2'M g
g;9'M'p] (3) Valve opening time variations per Subsection M2.3 , NA.@))' @%)] Standard deviation = 0.009 sec. E' O M MWD't >)ph)))h3SCeP 1 $lhM)/))An gg g 80 psi /sec vessel pressure rise rate was randomly selected from Figure M2-1. DD)3
) *Nate that this example is for the 238 BWR/6 Mark III standard plant N'3}'D))3 k@i)'?>))) with a ganged valve arrangement.
#)3 3C.MA-1 14-020279
BFS 3 D',glD. g Step 2 , EGE 'W um
,g pg The valve pressure setpoints are randonly selected from a random number generator The valve pressure set- @E@iM'E in code using the distribution given in Figure M2-2.
ggg)))] points from a typical random selection are 1104.5 psi, 1114.3 psi, and EU M 1124.6 psi. ha>>'& ksEE2 W3dD})] step 3
%?MM isWBX The relative valve opening time for each of the two groups of 9 valves is 8)'B/>>>] calculated:
k)>MD) Q'$$ Pdm >w, Valve setpoint g) (psi) - Valve setpointg (psi) gy)y,)))3 Ti (sec) = Presaure rise rate (ps1/sec)
$$$Ny1 b>m D))'h))); where M'@>'
M>E 3))))3, i = 2, 3 (the number of subsequent valve groups), and 1 = the reference valve. h DMIM
') ,f Hence, for i = 2, the valve opening time for the first group of 9 valves is:
e>m S'$jM$ 1114.3 - 1104.5 = 0.1225 sec gg T = 2 gg,'g 80 DNW
>>222 g),))])'3 Step 4 O'W) l>>>>D)2 p,gg,3 The bubble arrival time is calculated by adding the group valve opening time
' ( (' and a randomly selected delta time for each valve using the valve opening >>h)'$b)),'j time distribution shown in Figure M2-3. Therefore, for each quencher the bubble arrival time = T + individual valve opening time (lVOT). D3)))))) >>>> >>J g))))))) For this sample problem, the typical set of randomly selected IVOT's for D><>>>M the distribution values stated above are: Y)<>)D)))) D>>>21! x(4s 14-020279 3C.MA-2
BFS
)))}fp)) Valve No. IVOT (sec) Valve No. IVOT (sec) Valve No. IVOT (sec) $$l$50$1 (D))))] 1 0.067 7 0.067 13 0.056 D)'IS2) 2 0.069 8 0.051 14 0.061 $MjR)] 3 0.065 9 0.062 15 0.056 $il?)P)))2 4 0.059 10 0.065 16 0.065 USM3 5 0.063 11 0.058 17 0.057 $$36$ 6 0.038 12 0.057 18 0.071 ES$ M 19 0.069 NY7BM t?iS$$)b IlD 85!3 Note that e mean value of 0.057 see is included lu the above numbers. Adding k>lE8@]
g',,))p3); these values to the group gT calculated in Step 3 and normalizing to have the
$w! kip)h f)25 first bubble arrive at zero time results in t'.e following bubble arrival times:
G2 M Arrival Time Arrival Time Arrival Time
Valve No. (sec) Valve No. (sec) Valve No. (sec) am g,gjjy 1 0.125 7 0.125 13 0.243 gy 2 0.256 8 0.238 14 0.127 g)))pyy 3 0.123 9 0.120 15 0.243 pygg 4 0.247 10 0.0 16 0.124 gg,)) 5 0.122 11 0.246 17 0.245 g,333) 6 0.225 12 0.116 18 0.129 gg)))3 19 0.256 M3}@3 H.3 BUBBLE FREQUENCIES $$bs)))
(IMS)3. 3333) Bubble frequencies for individual quenchers are randomly se l'AM)2 number generator code using the distribution shown in Figure M2-4. Typical
$@)335 yp)'gg random bubble frequency values for tne 19 quenchers are: $$SMlll>)
D)D)N2
/ Valve No. Frequency (Hz) Valve No. Frequency (Hz) ?$$?/b1 ')E 1 6.56 11 7.22 D' 2 9.77 12 5.39 bb' 3 9.15 13 5.68 N 4 5.01 14 8.60 fj 5 9.33 15 9.86 ;pp)3 6 6.88 16 7.04 g),py; 7 9.41 17 11.08 ))3)s),xg 8 9.10 18 8.68 g)))py))) 9 7.92 19 8.52 pp,p))y' 10 11.14
%))'>>3 DD)3i yyp)\g NOTE: For this example, all lines are considered as uniform in length and fre-ws)NN quencies are randomly selected from one Quencher Bubble Frequency (QBF)
.N)i>hhi,'
p) distribution curve (Figure M2-4). In this example, mean = 8.23 Hz and
.)))),)3 )' o = 1.80 Hz. With nonuniform line lengths, Subsection M3.2.1 is used to
.),,?)))))] develop unique QBF distribution curves from which a frequency is randomly
@)))))) selected for each line.
3C.MA-3 14-020279
BFS , DD))2 p g, g M.C The forcing function is calculated by computing the pressure distribution g DM3 around the pool boundary using the criteria defined in Section M4.0 which
- 2D>2/dl pgsgg are:
D: n @)35)). 3y,))}gy (1) 2r /r g attentuation, r, = quencher radius . 2d r 2 2rg . >,'E)>32 &DM1 ))Dfj?,] (2) Line-of-sight influence. GRIM)) D32 y,33))) (3) Algebraic summation at each time step of the individual pressure &31M! waves. 933,a WDR IN3)M (4) Truncation of the total calculated pressure to the maximum bubble Gl$$E
;9)23)g pressure of any of the pressure waves in the pool at each time step.
DEN. PRD)] DB)39 The basemat force vs time shown in Figure MA-1 is computed for a typical trial case.
' D')3')3 h>
GGb2%
>> H b 2 ,gpyg The Fourier spectrum of this basemat force (Section MS.0) is calculated g#' >>DM,3 in Figure MA-2.
M 33 IMDM 2D>lDD' M.D A Monte Carlo technique is used to generate 59 forcing functions. This bkM]
;gggs,) gives 95% confidence and 95% probability that these loads will not be fE)33 exceeded. The significant frequency range for building and equipment 3ME >g)),)))p, evaluation is then divided into several frequency intervals. Out of these.59 trials, the maximum trial case is selected for each frequency D><>))) interval based on the peak Fourier amplitudes of the integrated vertical
( , basemat forces or overturning moment, in that frequency interval. 9))?p32 Figure MA-3 shows an example of this selection procedure. Structural IDR)))).
>3))))))yj dynamic analyses are performed for these potential critical cases. The NMD)2 resulting dynamic responses are then enveloped for NSSS and B0P equipment b2>D)2 g))yyg evaluation.
PD>>D2 FD>>>>3
&D)>3 >>>>>2>1 >>DD)] -
14-020279
m BFS 8 rap's r
; 92 V////A'h4/
t n
$Z$!t$Nb B4h'M - g Et m -
1%?n% OBP'M m9s e // / hN/b5N$lb i,$3,N,E@< _ 8 s s 9
*/h,V/bsN,rY/ >amm f/ // o /
b"?s'B3G inMkk3 Wia l'sE52M _
~8 $!bM!M g M)392 -
Emb'l *
.!SR'>'$
- G3b' . e 9Mai -
si F2TkM -5 3 REGM g u EM'M '9
' ;:: 2 "'ml gig .
3b w!M M -
@ l DDb3 -
W92 iE 7 QE3M - 2 DR'28 o tR M , E e'@'));! -
.@ 3 GM'M tMP3 EDIM hM'3T ^
Ut'h'9)' a - w/r<<.ml' / c /' // < ?M9% ' QM an .__ $d'Dk 8 m _ a
/ /l //
nom i i >>B2)'M i i i ,, emyg a e e . o ; e i Snot 111ra - (#AI) 3080d 14-020279 3C.MA-5
. ~
l ) 2( l i H i t i l A l I, E i - H l c r e l F o 1 0 t 1 4 a m 8 e s 5 B a 1 1 f o 1 l H a m u 1 ( r H Y t C N c 3 0 E e U p 8 Q E S 1 R F r e 1 i r 1 u o 1 F 1 1 2 1 0 A 1 l 2 H E 1 i F e r u g 1 1 1 1 1 0 1 1 1 8 ; H ( 1 1 E6 d 5 2 0 0 0 2
*s 0
0 0 1 o o s O I
$l1.e5e$ 15a
- $ MI
BFS
??AD$@$
, WnX
>$N$$YE
}'jl;')]>);j EXAMPLE b'f[hEh 2 RUN 12
'4,$hhj>); RUN 48
-. === === == R U N 26
$$$$bb RUN 12 % RUN31 h,%l,lk!}) w l~~ H RUN48 fnMe) 3 --
h$&lMM$ h ' RUN 26 ihhnl} # I Gl%d 5 y bb7'5N[N O
/ k SMsit cscsmw ? '
f
- t
\
f
\
///
Mh21 b, '
/
[Sidi'923 N / ks'A'did / Idsd)!N Q # ilEiB l " h,)f[k'g,} RUN 37
~
%,'M%./m,Ja
// f /// / r f f f L fAYij$ '
~~ '
FREQUENCY bi'N$/$[A fi fi '3 i 2 3 ei - FR EQUENCY INTERVAt. ENN5%$ El@'M M',gg Figure MA-3. Fourier Spectra of Forcing Functions
~$$','335 .nvw t uL 72 n
iEWjg NOTES : BM72
%$'} 1. Fourier Spectra of forcing function for all 59 Monte Carlo
'P,'N';1 runs are plotted.
mm;g-
'6'gshs 2. The above example shows maximum forcing functions in the three g, g selected frequency intervals.
$t'MM
}@Df?M Run 48 is max. for frequency interval, f.
mM m/is /.r / ///, 1
/s/ 1 D"N? h'l
- Run 12 is max. for frequency interval, f.
@M 1 2
I'D'
- Run 26 is max. for frequency interval, f.
@@59'i'3R 1 3
Run 37 is a typical non-maximum case. S'Amh3. P'
@ @jb,'8 4 . The time histories for Runs 48, 12, and 26 are used in
@,'2b's developing dynamic responses.
M4MB The dynamic responses that result from these forcing functions p g 5. g,)))g are then enveloped for NSSS & BOP equipment evaluations. D)19 1 14-020279 3 C . !L\-7 / 3 C . !L\-8
BFS ggg)3; ATTACHMENT N SUPPRESSION POOL THERMAL STRATIFICATION ES3'M sPEB2 g g g N
1.0 INTRODUCTION
$$lNA!)
EMW,
),[,y g g During the period of steam condensation in the suppression pool, from a postu-b $ bM le.ted LOCA, the pool water in the immediate vicinity of the vents is heated DSP3fl @ g,+;,)] because of the energy release. For the Mark ,?I suppression pool configuration, w w g most of the mass and energy is released to the pool through the top vents.
As y;';fM a result, the top portion of the pool is heated more than the lower portion.
'fifBynaturalconvectionthehotwaterrisesandthecoldwarerisdisplacedtoward D N 9j3 the bottom portion of the pool. The vertical temperature gradient resulting D8M g) g from these effects is known as thermal stratification. $MM'l CMT3 n,,a aw N1.2 REVIEW OF TEST DATA E23$33 WPliM g g During the LOCA blowdown, the pool vertical temperature profile varies not E31'3'23 only with time but also with the distance from the vent exit. Figures N-1 E%%
, p3 gppj and N-2 present the typical tempetature profiles for a large break liquid h M2 5 blowdown. In Figure N-1, which shows the profiles measured for the half
$3h))'M )>},g @J pool near the drywell wall, the temperature peaks at the elevation of the NIN'N top vent during the initial stages of the blowdown (t s 25 sec), indicating EM $,'M@)] concentrated energy discharge through the top vent. As blowdown proceeds k'MBD gyg (t 2 25 sec), the temperature profile smooths out due to thermal mixing, I)3hM,3 turbulence, and pool agitation by chugging. In the other half of the pool E %g'W)3g away from the drywell vall, the temperature profile, as shown in Figure N-2 S M }M is not as steep as that of Figure N-1 at the early stages of the blowdown.
OWhl g3p,33 However, toward the erd of the blowdown the temperature profiles are nearly I'>M the same throughout the entire pool.
@lMd D'lMh N'D'S In Sl9)M3 general, the steam blowdowns in PSTF give less stratification than liquid Qb})Mj blowdowns of the same breek size. This is attributed to the smaller total energy. release associated with the steam blowdowns. For the full scale plant h}))))),}$3 the energy from either break is equal. Thermal stratific.ation is also dependent MM>3 gspyyy on the break size for the same blowdown fluid type. Large breaks create more >>>>>]Pf3> stratification than small breaks because energy deposition in the pool is more 3C.N-1 14-020279
~
EFS
/7 /
Mb,'$3 rapid. Since the specific heat of water is essentially constant within the
/
9
, temperature range from 70*F to 200*F, the temperature rise of the pool is )3 @ @ independent of the initial pool temperature for a given amount of energy input. As'a result, the initial pool temperature has little effect on thermal 6PA M stratification.
F###921 Mik'M MN350 N1-3 APPLICATION EM}}) DIGT3 h'N'M2Todeterminethemaximumtemperatureprofileforstructualevaluation, itis ikilb/%g glpg assumed thatthe energy deposition distribution as a function of submergence I2E 5)328 3 is the same for the 1/3 scale as for the full scale plant. Dividing the pool E}}$'$ depth into five equal segments, the percentage energy deposition distribution
?h for the maximum stratification expected is established as follows:
I!$21'd R'b%T f Height of Segment i g Segment No. (1) in % of Total Pool % of Total Energy g)g From Pool Top Depth (H /H) Deposition (E ) smm 1 20 9,gg 23 ( $5B 2 20 23 FR!92 13B'lts 3 20 22 PMD'h'! 4 20 20 P$2@! S')$3)3 5 20 12 DMW LM'M }}})')'it)j To obtain the temperature profile for a prescribed initial pool temperature gg
- N ES (T ) and total blowdown energy, the bulk pool temperature (T) from energy M'M balance at the end of the blowdown was calculated, then the mean temperature l')'DM)!
p,s,y,))g (Tg) for each pool segment was determined from: E'MA MM2 -- H gy,3 T = E (T - T ) p + T D),'#$,))) i RNM DS))>3 th
'> ) where H is the total pool depth, H is the height of the i segment, and E is the fraction of total energy deposited in the i segment. Assuming the mean temperature of each segment occurs in the middle of the segment, the 4
Nld'd(ktemperatureprofileisreadilyplotted. Note the above table is valid only for [(qf;(g a top vent initial submergence of 7.5 f t. 3C.N-2 14-020279
BFS i V)2>>285
> M )M Since Figure N-3 from 1/ 8 PSTF results shows a thermal gradient near the 2W22
>,)pygg bottom of the pool, and full scale tests (Reference 16) show the gradient at EA M 3 higher locations, it is conservatively recommended for design evaluations that EEV)A$
gpy,py,yj the maximum temperature gradient shown in Figure N-3 be applied from the lower
' / pool region up to the top vent centerline. For the upper parts of the pool
$$s,?i}j,$ (above top vent centerline) the temperature profile, from full scale and 1/ d scale tests, shows unitorm heating (Reference Figure N-3).
)
>>NVE?V):
I s 1-3C.N-3a
BFS Al'lill&
>),9M$2] N1-3.1 Stratification During Large Break Accident h $$
O?4f3Id esp;M For design evaluation of the large break accident, a total energy discharge of 4 x 108 Btu into a 1000F pool with 8 x 106 lbm of water was assumed. The D;;;;dd mean pool temperature af ter energy release is:
&dM23 $$EEEoX 4 x 10g flN3'A T - 100 + - 100 + 50 - 150 F }iGR/3 8 x 106 x1 B G l2 Sp! "II3 @' d mwm T1 - T2 - 0.23 (150-100) (5) + 100 - 157.SoF $N$,i%$i)
E;'M T3 - 0.22(150-100) (5) + 100 - 155oF iErsM l'c M1
'i @ 23 E T4 - 0.2(150-100) (5) + 100 - 1500F bMQ}']
5'S&/5 I h' S% MM T5 = 0.12(150-100) (5) + 100 = 1300F GbdMk6 M'P2Mtil g g Figure N-3 shows the resulting pool temperature profile. Note that, although Ei#ild2 the temperature difference from top to bottom is almost 30oF, the peak tem-p%s j[Ihj[>$ Perature is only 7.5 F above the mean. E'lik>'t fi%#:D };g y g N1-3.2 Stratification During Intermediate and Small Break Accidents ?@i?D M)Mi g%gj Figure N-4 shows the localized nature of the energy addition as observed in xyw g t F. PSTF Full Scale Tests (Reference 16). The localized energy addition l}'FD's (through the top vent) from the full scale tests is more representative of
+
- ),y:s:f msQ the smaller accident breaks. Test results show that, for a very limited u a:. %
MVl%t blowdown (about 2 minutes) with much less energy added to the pool than MMB gg prototypical, the temperature in the lower pool region (%6 feet) was es- $N5323 sentially unchanged and the upper pool region was uniformly heated. This D'33:3')M ggg3g thermal stratification profile will not persist in actual conditions, since MdIh'ld ECCS suction and return will promote pool mixing. The long term profile will D'D'WIM 33333 essentially be as shown in Figure N-3. INA'2
- P M 3C.N-3 14-020279
BFS 4 t Eh% M DR))))
- 292 W222
- 2 W E un>>h
- 6) 93 9 h>2 M MDB 12)DR UE)N FD>2M D>>>>>>3.
W h> SDD>) >>D>>D)1 92>>>2 >3D>M VDB&% >2 b> m >M M MM mm $)))}}}] This figure is PROPRIETARY and is provided under separate cover. ><>>D2d MP>>>2 EM>>>2 02 93 1M22 RM M kPMW M)?E El-@lD3 REM B!hDR3 19B2 MM D3}DB1 OliMis9' WM 2593M mm @>))R3 tm33a kN)D' y%
- DM DERD>>3 Eb#)'M 13))P>>>)
UNM Figure N-1. Typical Transient Temperature Profiles Near Dryvell Wall, , DEN)3 Run 22 3C.N-4 14-020279
BFS B) >2
>>BM D>>>>?bJ 2 Dpn W2b>>3 923 22 >>>'M @>>'b%
D>>>>2
>>b2) >:
thDM
@'O't3 >ED>2 D2 B M >>>>>>>3 y"92!#
th'b>>2)2
>>3D'>2i ,))3pj This figure is PROPRIETARY and is provided under seperate cover.
W>'b)% th'iM
>>>M >23>>M D'DD3 SpDB2 >x9D?D; >29>2
' sh'bm 0213 tGl'M
>>>nm W2B BB2 ffEM ?8BMk RDE WD>2 kB62 tmMM E9'#3 Inka D'?B R'1k))>2 bN3M Figure N-2. Typical Transient Temperature Profiles Near Containment Wall, bN Run 22 MDB >2@MJ f$$.kk .a 93)2 RSE 14-020279
BFS I" W$$$$ : i%':::'?.6/.? s,. Sh m w gsw %:Ds LA 3,N.'N;x;;j 3'Q4G9 % " ::] 3x
'*/ //< 4 e pgf
'q...' kk I' M N,;g
- - - - - --{ R E E SURF ACE
' '-'/( ^ - 20
}; ' 33)
R_'i;93, i llh y w
,. 3
',:M; y
'b . .' /. /.2 Ui:: i bib 1,'>A D;h
%' INITI AL POOL TE MPE R ATURE 100"F
/ 16 -
POOL DEPTH 2C ft a
, ' , :g',p g
[, i ,. / s, y,p) TOTAL ENERGY RELEASE 4 m 10 Stu t)a,.-
, y);Q FINAL DULK POOL TEMPER ATURE 150"F $,; @)).
s . . sss, 1, ' / !,%~:07A LMElM
>MB2 _E . .
TOP VENT CENTERLINE
$$>3),'j$) $ 12 -
f!d'IGGU G t GMEM N J MPE3 s RP!m t FGIEN nm/. a :.ne
}hih/s s.//..o.sm mi 8
rMM crsom
' g%4w' / _ TFINAL N2h!![/) IINITIAL ET'MM t'%W9 P)'nWil Wh% ,
n W; f'$ .n?h, ~ ERM s,ns.,n.aw s g
'i/ / s/
>RD)'2 l@MD l B ASE M AT l x l l 0
120 140 160 180
))'))))),'j)) 100
/)// POOL TEMPE R ATURE (*F)
D))M>2 Figure N-3. Suppression Pool Temperature Profile for Large Breaks l 3C.N-6 14-020279
BFS
~?,b }b$$ .GE%
Mi2M 17 - 0
@nza 2 O
D'M Uh'm l?)'ESM h,hk9,h,] 17o F (76 7 C) 3.g;3,97g INITIAL POOL TEMPER ATUR E L'd!M kbk)M 15 ~
'2$[9)'/3 / /' ID 1200 7 (43 goc) O h;%jj),)))
INITIAL POOL TEMPER ATURE kbh[$M P3>44 hdINh2 " bkM, ,, 7o*F (21*C)
% INITIAL POOL TEMPERATURE h?$.h$b %
t2' M }}
- \
(4 ai t o, y. %N' ygg :A\N\))* 6//s////rrr. *
. x. ._
'* ; . . ._;:r ?- - -
(m o 8h','$Y$3 '
;g,gsygvg # UPPER VENT -
W:
.k<
i
- \
;l$?! lln Gh';Mr .:.y;
~ )
' c.;
' ?.
WMWs *
'2'%>3 "i
" ' STEAM U.i.:1 d])f
?;i.f.f f Y!b$2f 11 .: . /
gga u.41 - 4.:w. c . .u5:..v:# O/1. ' pt,gg WATER x% - o
!im *---
BE M h' 6,')RM M )3 ti%'h2 EXTM , @2M (2.7) - m R?M'>31 o hBN>>'t p,yp,,g MIDOLE VENT ,y))))]jQj /'f///,7,7fifff//f/((fff/,f,/g
, /j Q THERMOCOUPLE A LEVEL PROBE O'23
>>>>>>28D3 7
) l S,9)D)),} 1.0 l l I l I.
2.0 3.0 4.o s.o s.o M,y ))))}
, to.3) (o.8) (o.9) (1.2) (1.5) (1.8)
)h,Q O! STANCE FROM DRYWELL WALL - ft (m) ik)$) h 'b>' Figure N-4. Postulated Maximum Steam Bubble Travel As a Function of Pool Temperature (Reference Test 5707) 3C.N-7 14-020279
BFS - p]2 g wm
%2 m
kDE
?b>]
e M R>2 M ATIACHMENT 0 M VDR E ENA M M
>>>M
%1 W2
$}} DIGITIZATION OF FORCING FUNCTION
=
M FOR M gg CONDENSATION OSCILLATION M m M M M M M M M M M Bi
@>>3 M
>2)>2 M
M
&>M>'@!
m m M 3C.0-0 14-020279
. Is
.afACilMEh 2 Mark III Condensation Oscillation Forcing Function for t - 3.0 to 30.0 Second TIME PRESSURE TlWE PRESstfRE TIME PRESSURE TIME ~ PRE SSIIRE TIME PRESSURE TIME PRESSURE (SEC) (PSID) (SEC) (PSID) (SEC) (PSID) (SEC) (PSID) (SEC) (PSID) ( SEC) (PSID) 3.000 0 3.513 4.3476 1.097 0.0000 4.462 -3.9782 4.911 0. 5. 34 7 3.63]F 3.010 2.8550 3.522 4.5573 4.007 0.8085 4.471 -3.8659 4.920 2.3142 5.355 3.8089 3.021 5.2012 3.532 4.5921 4.016 -0.0129 4.48 0 -4.0321 4.928 4.2160 5. 364 3.8390 3.031 6.6810 3.542 4.2506 4.026 -0.5001 4.489 -4.5403 4.9 37 5.4155 5.373 3.5601 3.041 7.1869 3.552 3.5169 4.0 35 -1,3191 4.498 -5.2716 4.946 5.8256 5.381 2.9394 3.052 6.8755 3.562 2.4865 4.044 -2.3703 4.507 -5.9475 4.955 5.5732 5.390 2.0782 3.062 6.0942 3.572 1.4047 4.054 -3.3525 4.517 -6.2168 4.963 4.9399 5.398 1.1740 3.072 5.2487 3.581 0.5246 4.063 -4.0405 4.526 -5.7798 4.9 72 4.2546 5.407 0.4384 3.083 4.6613 3.591 0.0135 4.071 -4.3774 4.535 -4.4990 4.981 3.7784 5.416 0.0113 3.093 4.4692 3.601 -0.1138 4.082 -4.3442 4.544 -2.4694 4.900 3.6226 5.424 -0.0951 3.104 4.5990 3.611 0.0000 4.092 -4.1443 4.553 0 4.998 3.7279 5.433 0.0000 3.114 4.8208 3.621 0.1138 4.101 -4.0273 4.562 2.3846 5.007 3.9077 5.441 0.0951 3.124 4.8576 3.631 -0.01 35 4.Ill .-4.2005 4.571 4.3443 5.016 3.9375 5.450 -0.0181 3.1 35 4.5059 3.641 -0.5246 4.120 -4.7299 4.580 5.5803 5.025 3.6524 5.459 -0.4385 3.145 3.7203 3.650 -1.4048 4.l30 -5.4918 4.589 6.0028 5.033 3.0156 5.467 -l.174I 3.155 2.6102 3.660 -2.4866 4.139 -6.1958 4.598 5.7427 5.042 2.1320 5.476 -2.0782 3.166 1.4859 3.670 -3.5170 4.149 -6.4764 4.607 5.0902 5.051 1.2044 5.484 -2.9394 3.876 0.5549 3.600 -4.2597 4.158 -6.0205 4.616 4.3840 5.060 0.4498 5.493 -3.5602 J.186 0.0143 3.690 -4.5921 4.867 -4.6869 4.625 3.8933 5.068 0.0186 5.502 -3.8380 p 3.197 -0.1204 3.700 -4.5573 4.177 -2.5725 4.634 3.7328 5.077 -0.0976 5.510 -3.8089 3.207 0.0000 3.709 -4.3476 4.186 0 4.643 3.8413 5.086 0.0000 5.519 -3.6316 en
? 3.217 0.1204 3.719 -4.2249 4.196 2.4694 4.652 4.0266 5.095 0.0976 5.527 -J.5311 E H 3.228 3.729 4.205
-0.0143 -4.4065 4.4991 4.660 4.0573 5.103 -0.0116 5.536 -3.6829 3.2 38 -0.5550 3.7 39 -4.9619 4.214 5.7792 4.669 3.7635 5.112 -0.4498 5.545 -4.1478 3.248 -1.4860 3.749 -5.7412 4.221 6.2168 4.678 3.1073 5.121 -1.2045 5.553 -4.8151 3.259 -2.6304 3.759 -6.4997 4.232 5.9474 4.687 2.1969 5.1 30 -2.1321 5.562 -5.4324 3.269 -3.7203 3.768 -6.7941 4.241 5.2786 4.696 1.2411 5 .1 38 -3.0357 5.570 -5.6784 3.280 -4.5060 3.778 -6.3157 4.251 4.5402 4.705 0.4635 5.147 -J.6525 5.579 -5.2786 3.290 -4.8576 3.788 -4.9167 4.260 4.0121 4.714 0.0119 5.156 -3.9375 5.588 -4.1093
- 3. 300 -4.8208 3.798 -2.6987 4.269 3.8659 4.723 -0.1006 5.165 -3.9077 5.596 -2.2555 3.311 -4.5000 3.808 0 4.278 3.9782 4.732 0.0000 5.173 -3.7279 5.605 0, 3.321 -4.4692 3.817 2.5727 4.287 4.1701 4.741 0.I003 5.182 -3.6226 5.613 2.2078 3.331 -4.6633 3.827 4.6870 4.296 4.2019 4.750 -0.08t9 5.191 -3.7784 5.622 4.0209 3.342 -5.2488 3.8 36 6.0205 4.306 3.8977 4.759 -0.4635 5.200 -4.2546 5.6 30 5.1649
- 3. 352 -6.0943 3.846 6.4764 4. 315 3.2181 4.768 -1.2412 5.209 -4.9399 5.639 5.5560 3.362 -6.8756 3.855 6.1958 4.324 2.2752 4.777 -2.1970 5.217 -5.5732 5.647 5.3151 3.373 -7.1869 3.865 5.4917 4.333 1.2853 4.786 -3.10 74 5.226 -5.8256 5.656 4.7113 3.383 -6.6809 3.874 4.7299 4.14 0.4800 4.795 - 3.76 26 5.235 -5.4155 5.664 4.0577 J.393 -5.2010 3.884 4.2005 4. 151 0.0123 4.804 -4.05 73 5.243 -4.2159 5.673 3.6015 3.404 -2.8547 3.893 4.0273 4.341 -0.1041 4.812 -4.0266 5.252 -2.3140 5.681 3.4550 3.414 0 3.902 4.1443 4.170 0.0000 4.821 -3.84l3 5.26l 0 5.600 3.5554 3.424 2.60H9 3.912 4 W2 4.379 0.1041 4.830 -3.7328 5.269 2.2557 5.698 3.7269 3.434 4.9169 3.921 4.ii74 4.388 -0.0124 4.839 -3.8933 5.278 4.1095 5.706 3.7553 7 3.444 6.3158 3.931 4. W)5 4.397 -0.4800 4.848 -4.3841 5.281 5.2787 5.715 3.4834 8
3.453 6.7941 3.940 1. N25 4.407 -1.2854 4.857 -5.0902 5.295 5.6784 5.723 2.8760 0 0 3.463 6.4997 3.950 2 '32 4.416 -2.2753 4.866 -5.7428 5.304 5.4323 5.732 2.0314 3.473 5.7611 1.959 1.3390 4.425 -3.218I 4.875 -6.0028 5.312 4.8150 5.740 1.1487 U 3.483 4.9618 3.969 0.5000 4.434 -3.8977 4.884 -5.5802 5.32I 4.1470 5.749 0.4290 3.493 4.4065 3.9 78 0.0129 4.443 -4.2019 4.893 -4.3441 5 . 3 30 3.6829 5. 75 7 0.0110 3.503 4.2249 3.988 -0.1085 4.452 -4.1701 4.902 -2.3a44 5. 3 38 3.5318 5.766 -0.0931
7 TlWE PRESSURE TIME PRESSilRE TIME PRESSURE TIME PRESSURE TIME PRE SSURE TIME P RE SSlIGE ( SEcl (PSl01 (SEC) (PSIDI (SEC) (PSID) (SEC) (PSIO) (SEC) (PSIDI ( SEC) IPSIDI 5.774 0.0000 6.195 -3.4905 6.610 0 7.019 3. 35 79 7.425 0.0000 7.828 -3.1085 5.783 0.0931 6.203 -3. 3919 6.618 2.1064 7.027 3.51 99 7.433 0.0872 7.837 -3.2858 5.791 -0.0111 6.211 -3.5378 6.426 3.8375 7.035 3.5467 7.441 -0.0I04 7.845 -3.3533 5.800 -0.4200 6.220 -3.9837 6.634 4.9294 7.044 3.2899 7.450 -0.4018 7.853 -3.7760 5.80a -l.1488 6.228 -4.6253 6.642 5.3026 7. 052 2.7163 7.458 -1.0759 7.861 -4.3842 5.817 -2.0335 6.237 -5.2183 6.651 5.0729 7.060 1.9204 7.466 -1.9045 7.869 -4.9462 5.82S -2.8761 6.245 -5.4546 6.659 4.4964 7.068 1.0849 7.474 -2.6938 7.877 -5.1702 5.834 -2.4835 6.253 -5.0706 6.667 3.8726 7.076 0.405l 7.482 -3.2626 7.885 -4.8062 5.842 -3.7553 6.262 -3.9474 6.675 3.4392 7.084 0.0104 7.490 -3.5172 7.893 -3.7486 5.8S0 -3.7269 6.270 -2.1666 6.68 1 3.2974 7.092 -0.0179 7.498 -3.4906 7.901 -2.0537 5.859 -3.5554 6.278 0, 6.692 3.3932 7.101 0.0000 7.506 -3.3300 7.909 0 S 867 -3.4550 6.287 2.1336 6.700 3.5569 7.100 0.0879 7.584 -3.2359 7.917 2.0441 5.876 -3.6035 6.295 3.8870 6.708 3.5840 7.187 -0.0104 7.522 -3.3751 7.925 3.7239 5.884 -4.0577 6. 301 4.9929 6.716 3.3245 7.125 -0.4052 7.5 30 -3.8005 7.933 4.7831 5.893 -4.7113 6. 311 5.3710 6.724 2.7449 7.833 -1.0850 7.539 -4.4126 7.941 5.1455 5.901 -5.3153 6.320 5.1383 6.733 1.9406 7.141 -1.9205 7.547 -4.9783 7.949 4.9226 5.910 -5.5560 6.328 4.5544 6.741 1.0941 7.149 -2.7164 7.555 -5.2038 7.957 4.3632 5.918 -5.I649 6.336 3.9225 6.749 0.4094 7.158 -3.2900 7.563 -4.8374 7.965 3.7579 5.927 -4.0208 6.J45 3.4635 6.757 0.0105 7.166 -3.5467 7.578 -3.7659 7.973 3.3373 5 . 9 35 -2.2069 6.353 3.3399 4.765 -0.0888 7.I74 -3.5199 7.579 -2.0670 7.981 3.1997 5.944 0. 6.361 3.4370 6.7 74 0.0000 7.182 -3.3579 7.587 0. 7.989 3.2927 5.952 2.1668 6.369 3.6027 6.782 0.0888 7.190 -3.2611 7.595 2.0539 7.997 3.4515 5.960 3.9475 6.578 3.6302 6.790 -0.0106 7.198 -3.40J4 7.603 3.7417 8.005 3.4779 a, N 5.969 5.0707 6. 38 6 3.3674 6.798 -0.4095 7.206 -3.8324 7.611 4.8063 8.013 3.2261 m g 5.977 5.4546 6.394 2.7802 6.006 -1.0964 7.215 -4.4497 7.619 5.1702 8.025 2.6435 " 5.986 5.2883 6.403 1.9657 6.815 -1.9407 7.223 -5.0201 7.627 4.9462 8.029 1.8331 N 5.994 4.6253 6.481 1.1104 6.823 -2.7449 7.231 -5.2474 7. 6 35 4.384I 8.037 1.0638 6.002 3.9836 6.419 0.4847 6.8 31 -3.3246 7.239 -4.8780 7.643 3.7759 8.045 0.1973 6.011 3.5377 6.427 0.0107 4.8 19 -3.5840 7.247 -3.7975 7.651 3.3533 8.053 0.0102 6.019 3.3919 6.836 -0. 09 00 6.847 -3.5569 7.255 -2.0843 7.659 3.2151 8.061 - 0.0862 6.027 3.4905 6.444 0.0000 6.856 -3.3932 7.263 0 7. 6 68 3.3085 9.069 0.0000 6 .0 36 3.6588 6.452 0.0000 6.864 -3.2974 7.272 2.0472 7.676 3.4681 8.0 77 0.0862 6.044 3.6868 6.460 -0.0107 6.8 72 -3.4302 7.280 3.7660 7.684 3.4945 8.085 -0.0102 6.052 3.4198 6.469 -0.4147 6.880 -3.8727 7.288 4.8175 7.692 3.2415 8.093 -0.3973 6.061 2.8235 6.477 -1.1105 6.888 -4.4965 7.294 5.2038 7.7 00 2.6763 8.101 -I.0639 6.069 f.9963 6.485 -l.9657 6.897 -5.0729 7.304 4.9783 7.709 8.8922 8.109 -1.8832 6 . 0 78 1.1277 6.494 -2.7803 6.905 -5.3026 7. 312 4.4126 7.716 I.0689' 8.117 -2.6636 6.086 0.4211 6.502 -3.3674 6.913 -4.9293 7.320 3.8004 7.724 0.3992 8.125 -3.2261 6.094 0.0I08 6.580 -3.6302 6,921 -3.8374 7.328 3.3751 7.7 32 0.0103 8.133 -3.4779 6.103 -0.0914 6.518 -3.6027 6.930 -2.1063 7.336 3.2359 7.740 -0.0866 8.141 -3.4515 6..l l i 0.0000 6.527 -3.4369 6.938 0 7.344 3.3100 7.748 0.0000 8.149 -3.2927 6.119 0.0914 6.535 -3.3399 6.946 2.0845 7 . 35 2 3.4906 7.756 0.0866 8.857 -3.1997 6.128 -0.0109 6.543 -3.4835 6.954 3.7976 7.161 3.5172 7.764 -0.0103 8.165 -3.3373 6.1 36 -0.4212 6.552 -3.9226 6.962 4.8781 7.369 3.2626 7.772 -0.3992 0.173 -3.7579 6.144 -1.1278 6.560 -4.5544 6.970 5.2474 7.377 2.6937 7.780 -1.0690 8.181 -4.3633 g 6.153 -I.9963 6.568 -5.1383 6.978 5.0201 7 . 38 5 1.0045 7.788 -1.8923 8.189 -4.9226 d 6.161 -2.8236 6.576 -5.3710 6.987 4.4496 7.303 1.0759 7.796 -2.6764 8.197 -5.1455 $ 6.170 -3.4199 6.585 -4.9928 6.995 3.8323 7.401 u.aulu 7.804 -3.2416 8.205 -4.7833 N 6.178 -3.6868 6.593 -3.8869 7.003 3.4014 7.409 0.0103 7.812 -3.4945 8.213 -3.7237 O 6.186 -3.65H8 6.601 -2.1334 7.Oli 3.2631 7.417 -0.0872 7.820 -3.4681 8.221 -2.0439 3 W
, w/
, , , y ( ,
TIME PRESSURE TIME PRE SSURE TlWE PRESSUnE TIME PRESSURE TIME PRESSURE TIME PRESSURE (SEC) (PSID) ( SEC ) (PSID) (SEC) (PSIDI (SEC) (PSID) (SEC) (PSIDI ( SEC) (PSini 8.229 0 8.628 3.2757 9.026 0.0000 9.422 -3.2748 9.818 0 10.213 3.2972 8.237 2.0374 8.636 3.4337 9.034 0.0857 9.4 30 -3.1824 9.826 2.0405 10.221 3.4562 8.245 3.7187 8.644 3.4599 9.042 -0.0102 9.438 -3.3192 9.834 3.7874 10.229 3.4826 8.253 4.7677 8.652 3.2094 9.049 -0.3950 9.446 -3.7376 9.842 4.7751 10.237 3.2305 8.261 5.1287 8.660 2.6498 9.057 -1.0577 9.454 -4.3396 9.849 5.1366 10.245 2.6672 8.269 4.9065 8.668 .l.8734 9.065 -1.8722 9.462 -4.8960 9.857 4.9141 10.253 1.8857 8.277 4.3490 8.676 1.0583 9.073 -2.6401 9.470 -5.1176 9.865 4.3557 10.260 1.0653 0.285 3.7456 8.684 0.3952 9.081 -3.2073 9.478 -4.75 74 9.873 3.7584 10.268 0.3973 8.293 3.3264 8.692 0.0102 9.089 -3.4576 9.485 - 3. 70 36 9.881 3.3315 10.276 0.0102
- 8. 301 3.1893 8.700 -0.0858 9.097 -3.4314 9.493 -2.0328 9.889 3.1942 10.284 -0.0863 8.300 3.2820 8.70C 0.0000 9.105 -3.2735 9.501 0 9.897 3.2870 10.292 0.0000 8.317 3.4403 8.786 0.0858 9.113 -3.1811 9.509 2.0358 9.905 3.4456 10.300 0.0863 8.325 3.4665 8.724 -0.0102 9.121 -3.3178 9.517 3.7089 9.913 3.4719 10.308 -0.0103 8.333 3.2155 8.732 -0.3953 9.129 -3.7360 9.525 4.7648 9.921 3.2205 10.316 -0.3979 8.34l 2.6549 8.740 -1.0584 9.137 -4.33T8 9.533 5.1249 9.928 2.6589 10.324 -1.0654 8.349 f.8770 0.748 -1.8735 9.145 -4.8939 9.541 4.9028 9.9 36 1.8799 10.332 -1.8858 8.351 1.0604 8.755 -2.6499 0.153 -5.1155 9.549 4.3457 9.944 1.0620 10.339 -2.6673
- 8. 365 0.3960 8.763 -3.2094 9.161 -4.7554 9.557 3.7428 9.952 0.3966 10.347 -3.2305 8.373 0.0102 8.771 -3.4599 0.169 -3.7020 9.565 3.3239 9.9 60 0.0l02 10.355 -3.4826 8.381 -0.0859 8.779 -3.4337 9.176 -2.0319 9.573 3.1869 9.968 -0.0860 10.363 -3.4562 8.389 0.0000 8.787 -3.2757 9.184 0 9.580 3.2795 9.976 0.0000 10.371 -3.2972
- 8. 397 0.0859 8.795 -3.1832 9.192 2.0330 9.588 3.4377 9.984 0.0860 10.379 -3.2041 g 8.405 -0.0102 8.803 -3.3201 9.200 3.7037 9.596 3.4639 9.992 -0.0102 10.387 -3.3419 8.413 -0.3960 8.all -3.7386 9.208 4.7574 9.604 3.2131 10.000 -0.3966 10.395 -3.7631 8.421 -4.3407 9.216 5.1176 9.612
? 2.6528 -1.0621
-1.0604 8.819 10.000 10.403 -4.3692 ui u 8.429 -l.8771 8.827 -4.8972 9.224 4.8959 9.620 1.8756 10.015 -1.8800 10.481 -4.9294 8.437 -2.6549 8.835 -5.1190 9.232 4.3396 9.628 1.0596 10.023 -2.6590 10.418 -5.1526 8.445 -3.2156 8.843 -4.7586 9.240 3.7375 9.636 0.3957 10.031 -3.2205 10.426 -4.7898 8.453 -3.4665 8.851 -3 7045 9.248 3.3192 9.644 0.0102 10.039 -3.4719 10.434 -3.7288 8 .4 61 -3.4402 8.859 -2.0333 9.256 3.1824 9.652 -0.0659 10.047 -3.4455 10.442 -2.0467 8.469 -3.2819 8.867 0 9.264 3.2749 9.660 0.0000 10.055 -3.2870 10.450 0.
8.477 -3.1893 8.875 2.0321 9.272 3.4328 9.667 0.0959 10.063 -3.1942 10.458 2.0547 8.485 -3.3264 8.883 3.7021 9.279 3.4590 9.675 -0.0102 10.078 -3.3315 10.466 3.7432 8.493 -3.7457 8.891 4.7554 9.287 3.2086 9.683 -0.3957 10.079 -3.7515 10.474 4.8082 6.501 -4.3490 8.899 5.1155 9.295 2.6491 9.691 -1.0596 10.087 -4.3557 10.482 5.1722 8.509 -4.9066 8.907 4.8939 9.303 1.8729 9.609 -l.8757 10.094 -4.9141 10.490 4.9481 8.517 -5.1287 8.915 4.3377 9.311 1.0531 9.707 -2.6529 10.102 -5.1366 10.497 4.3858 8.525 -4.7677 8.922 3.7360 9.319 0.3951 9.715 - 3. 21 31 10.110 -s.7750 10.505 3.7774 8.5 33 -3.7116 8.9 30 3.3178 9.327 0.0102 9.723 -3.4639 10.118 -3.7173 10.513 3.3546 8.548 -2.0372 8.938 3.1811 9.335 -0.0857 9.731 -3.4376 10.126 -2.0403 10.521 3.2163 8.549 0. 8.946 3.2735 9.343 0.0000 9.739 -3.2795 10.I34 0 10.529 3.3098 8.557 2.0335 8.954 3.4314 9.351 0.0857 9.747 -3.1869 10.142 2.0468 10.537 3.4694 8.565 3.7046 8.962 3.4576 9. 350 -0.0102 9.755 -3. 3239 10.150 3.7290 10.545 3.4959 8.5 72 4.7587 8.970 3.2072 9.367 -0.3952 9.762 -3.7428 10.158 4.7899 10.553 3.2428 g 3.580 5.1190 8.978 2.64RO 9.375 -l.0588 9.770 -4.3457 10.166 5.1526 10.561 2.6774 o 8.588 4.8972 8.984 1.8 722 9.382 -1.8730 9.778 -4.9029 10.174 4.9293 10.569 1.8929 6 8.596 4.3407 3.1385 8.994 1.0576 9.190 -2.6492 9.186 -5.1249 10.181 4.3692 10.576 1.0694 o 8.604 9.002 0.3950 9. 398 -3.2006 9.794 -4.7641 10.189 3.7630 10.584 0.3993 0 8.612 3.3201 9.010 0.0102 9.406 -3.4590 9.802 -3.7088 10.197 3.3418 10.592 0.0101 g 8.620 3.1832 9.018 -0.0857 9.414 -3.4328 9.810 -2.0357 10.205 3.2041 10.600 -0.0866
g; }' y g TIME PRESSURE TIME PRESSURE TIuE PRESSURE TlWE P RE SSUR E TIME PRESSURE TIME PRESSURE (SEC) (PSID) ( SFCI (PSID) (SEC) (PSID) (SFCI (PSIO) (SEC) (PSIDI ( SEC) (PSID) 10.608 0.0000 l1.003 -3.3245 11.399 0 13.794 3. 1801 12.198 0.0000 12.583 -3.4249 10.616 0.0866 11.011 -3.2307 11.406 2.0858 i t . 802 3.5431 12.199 0.0891 12.596 -3.3282 10.624 -0.0103 1I.019 -3.3696 11.414 3.7998 11.810 3.5702 12.207 -0.0106 12.604 -3.4713 10.632 -0. 3V9 4 11.027 -3.7943 11.422 4.8809 11.818 3.3117 12.215 -0.4105 12.612 -3.9088 10.640 -1.0494 11.035 -4.4055 l1.430 5.2505 11.826 2.7342 12.223 -1.0992 12.620 -4.5394 10.648 -l.8930 11.043 -4.9703 11.438 5.0230 11.834 B . 9 3 31 12.230 -I.9456 12.628 -5.1203 10.656 -2.6774 11.051 -5.1953 11.446 4.4522 11.842 1.0921 12.238 -2.7519 12.636 -5.3521 10.663 -3.2428 11.059 -4.8296 II.454 3.8346 11.850 0.4078 12.246 -J.3330 12.644 -4.9753 10.671 -3.4959 11.066 -3.7598 11.462 3.4054 11.858 0.0105 12.254 -3.5931 12.652 -3.8732 10.679 -3.4694 11.074 -2.0636 11.470 3.2650 l1.866 -0.0805 12.262 -3.5659 12.660 -2.1259 10.687 -3.3098 11.082 0 II.478 3.3599 11.874 0.0000 12.270 -3.4018 12.667 0. 10.695 -3.2163 11.090 2.0742 11.486 3.5219 18.882 0.0885 12.278 -3.3058 12.675 2.I412 10.703 -3.3546 11.098 3.7788 II.494 3.5488 I I . R89 -0.0105 12.286 -3.4479 12.683 3.9009 10.711 -3.7774 11.106 4.8540 11.501 3.2919 II.897 -0.4079 12.294 -3.8825 12.691 5.0108 10.719 -4.3859 11.114 5.2215 18.509 2.7179 11.905 -1.0921 12.302 -4.5L78 12.699 5.3902 10.727 -4.9482 II.122 4.9953 11.517 8.9216 11.913 -1.9332 12.310 -5.0857 12.707 5.1567 10.735 -5.1722 11.1 30 4276 11.525 1.0855 11.921 -2.7343 12.318 -5.3160 12.715 4.5707 10.742 -4.8081 11.138 4,8134 3 II .5 3 3 0.4054 II.929 -J.3117 12.326 -4.9418 12.723 3.9366 M 10.750 -3.7431 11.146 3.3865 11.541 0.0104 11.937 -3.5702 I2.334 -3.8478 12.738 3.4960 g 10.758 -2.0545 11.153 3.2470 11.549 -0.0880 11.945 -3.5431 12.342 -2.1816 12.739 3.3519 10.766 0 II.161 3.3413 11.557 0.0000 11.953 -3.3801 12.350 0 12.747 3.4493
- 10.774 2.0638 3.5025 14.169 11.565 0.0880 13.961 -3.2846 12.357 2.1261 12.755 3.6156 m 10.782 3.7599 11.177 3.5202 11.5 73 -0.0104 11.969 -3.4259 12.365 3.8734 12.763 3.6432 m 10.790 4.8296 11.185 3.2737 11.581 -0.4054 II,977 -3.85 77 12.373 4.9754 12.778 3.3795 "
10.798 5.1953 11.193 2.7029 11.589 -1.0856 II.985 -4.4791 12.381 5.3521 12.779 2.7902 10.806 4.9702 11.201 1.9109 11.596 -1.9216 11.992 -5.05 33 12.389 5.1202 12.787 1.9727 10.814 4.4054 .11.209 1.0795 11.604 -2.7180 12.000 -5.2821 12.397 4.5384 12.795 1.1844 10.821 3.7942 11.217 0.4031 11.612 -3.2919 12.008 -4.9102 12.405 3.9088 12.803 0.4162 10.H29 3.3696 11.225 0.0104 11.620 -3.5488 12.016 -3.8226 12.413 3.4713 12.811 0.0107 10.837 3.2307 11.232 -0.0875 11.628 -3.5219 12.024 -2.0981 12.421 3.3282 12.819 -0.0903 10.845 3.3246 l1.240 0.0000 11.636 -3.3599 12.032 0 12.429 3.4249 12.827 0.0003 10.853 3.4849 11.248 0.0875 11.644 -3.2650 12.040 2.1118 12.437 3.5901 12.835 0.0903 10.861 3.5115 11.256 -0.0804 11.652 -3.4054 12.048 3.8473 12.445 3.6875 12.843 -0.0107 10.869 3.2573 11.264 -0.4032 II.660 -3.8346 12.056 4.9418 12.453 3.3556 12.851 -C.4162 10.877 2.6893 11.272 -1.0796 II.668 -4.4523 12.054 5. 31 60 12.461 2.7705 12.859 -1.1145 10.885 f.9014 11.280 -1.9110 II.676 -5.0230 12.072 5.0857 12.469 1.9583 12.867 -1.9728 10.893 1.0741 11.288 -2.7029 11.683 -5.2505 12.000 4.5078 12.477 1.1065 12.875 -2.7903 10.900 0.4011 11.296 -3.2737 11.691 -4.8809 12.088 3.&l24 12.485 0.4132 12.883 -3.3795 10.908 0.0103 11.304 -3.5292 11.699 -3.7997 12.096 3. 44 79 12.493 0.0106 12.890 -3.6432 10.916 -0.0870 11.312 -3.5025 11.707 -2.0856 12.104 3. 3358 12.501 -0.0897 12.898 -3.6156 10.924 0.0000 11.319 -3.2413 I I . 715 O. 12.111 3.4018 12.509 0.0000 12.006 -3.4493 10.932 0.0870 11.327 -3.2470 11.723 2.0983 12.119 3.5659 12.516 0.0897 12,914 -3.3519 10.940 -0.0103 11.335 -3.3866 I I . 7 31 3.8227 12.127 3.5911 12.524 -0.0107 12.922 -3.4960 10.948 -0.4012 18.343 - 3. H 1 3 4 11.739 4.9103 12.135 3.3129 12.532 -0.4133 12.930 -3.9366 H 10.956 -1.0742 11.351 -4.4277 11.747 5.2821 12.143 2.7518 12.540 -1.1066 12.938 -4.5707 i 10.964 -1.9014 l1.359 -4.9953 11.755 5.0532 12.151 1.9455 12.548 -1.9588 12.946 -5.1567 c) 10,972 11.763 4.4790
-2.6894 II.367 -5.2215 12.159 1.0991 12.556 -2.7706 12.954 -5.3902 5 10.979 -3.2573 11.375 -4.8539 11. 771 3.8516 12.167 0.4104 12.564 -3.3556 12.962 -5.0107 y 10.087 -3.5115 11.383 - 3. 7787 11.779 3.4258 12.175 0.0106 12.572 -3.6175 12.970 -3.0008 e 10.995 -3.4849 11.391 -2.0740 11.786 3.2846 12.183 -0.0891 12.580 -3.5901
V , TIME PRESSURE TIME PRESSURE TluE PRESSURE TIME PRESSURE TIME PRESSURE T!WE PRESSURE (SEC) (PSID) ( SEC ) (PSID) (SFC) (PSID) (SEC) (PSIO) (SEC) (PSID) ( SEC ) (PSID) 12.986 0. 13.185 3.5014 13.786 0.0000 14.487 - 3.55 74 14.590 12.994 2.1571 0 14.995 3.4474 13.393 3.6701 11.794 0.0924 14.195 -3.4569 I4.599 2.2452 15.003 3.8231 13.002 3.9298 13.401 3.6983 13.802 -0.0110 14.203 -3.6056 14.607 13.010 13.400 4.0003 15.011 3.8525 5.0479 3.4105 13.810 -0.4258 14.211 -4.0600 14.615 5.2540 15.020 3.5736 13.018 5.4 335 13.417 2.8124 13.818 14.220 -4.7140 13.026 5.1948 13.425
-1.1402 !4.623 5.6518 15.020 2.9505 2.0025 13.826 -2.0183 14.228 -5.3193 14.631 5.40o9 15.036 2.0860 13.034 4.6045 13.413 1.1313 13.834 -2.8547 13.042 3.9657 14.236 -5.5592 14. 6 }) 4.7925 15.044 1.1784 13.44l 0.4225 13.842 -3.4576 14.244 -5.1678 14.647 4.8277 15.052 0.4401 13.050 3.5218 13.449 0.0109 13.H50 -3.7274 14.252 -4.02 31 13.058 3.3767 13.457 14.655 3.6657 15.060 0.0113
-0.0917 13.858 -3.6991 14.260 -2.2082 14.663 3.5146 15.060 -0.0955 13.066 3.4748 13.465 0.0000 13.866 -3.5289 14.268 0 14.673 13.074 3.6424 3.6167 15.076 0.0000 13.473 0.0917 13.874 -3.4293 14.276 2.2265 14.679 3.7911 15.084 0.0955 13.082 3.6702 13.488 -0.0109 13.882 -3.5767 14.284 4.0563 14.687 13.000 3.4045 13.489 3.82(" 15.093 -0.0113
-0.4225 13.890 -4.0276 14.292 5.2804 14.696 3.5435 15.101 -0.4401 13.093 2.8108 13.497 -1.I 313 13.898 -4.6763 14.300 5.6049 14.704 13.106 1.9873 2.9256 15.109 -1.1785 13.505 -2.0026 13.906 -5.2758 14.308 5.3521 14.712 2.0684 15.117 .-2.0861 13.114 1.1227 13.513 -2.8124 13.914 -5.5147 14.316 4.7527 14.720 13.122 1.1685 15.125 -2.9505 0.4192 13.521 -3.4305 13.922 -5.1265 14.324 4.09 34 14.728 0.4364 15.133 -3.5736 13.130 0.0108 13.529 -3.6981 11.930 14.332 3.6152 13.333 -0.0910 13.537
-3.9009 14. 7 M O.0112 l'. 141 3.8525
-3.6703 13.938 -2.1905 14.340 3.4954 I4.744 -0.0947 15.149 -3.8233 13.146 0.0000 13.545 -3.5014 13.946 0. 14.348 3.5'167 14.752 13.154 0.0910 13,553 0.0000 15.158 -3.6474 g -3.4025 11.954 2.2004 14.357 3.7597 14.760 0.0947 15.166 -3.5444 n
13.162 -0.0108 13.568 -3.5488 13.062 4.0232 14.365 3.7884 14.768 -0.0112 15.174 -3.6965 cn r 13.170 -0.4393 13.569 -3.9961 11.970 5.1679 I4.373 3.5141 14.776 Y 13.178 -1.1227 -0.4364 15.182 -4.1628 " 13.577 -4.6308 13.978 5.5592 14.38I 2.9013 14.765 -I.1686 15.190 -4.8331 13.186 -l.9874 13.585 -5.2346 13.986 5.3183 14.389 2.05I3 14.793 13.194 -2.8809 -2.0685 15.193 -5.4527 13.593 -5.4716 13.994 4.7139 14.397 1.1583 14.801 -2.9257 15.205 -5.6993 l3.202 -3.4045 13.601 -5.0864 14.002 4.0600 14.405 0.4327 14.809 -3.5435 13.210 -3.6702 13.609 -3.9597 14.010 15.214 -5.29H5 13.2;8 3.6056 14.413 0.0111 14.817 -3.8201 15.222 -4.1249
-3.6424 13.617 -2.1734 14.018 3.4569 14.421 -0.09 39 14.825 -3.7911 15.231 -2.2640 13.225 -3.4748 13.625 O. 14.027 3.5574 14.429 0.0000 13.233 13.633 14.833 -J.6167 15.239 0,
-3.3767 2.1907 14.035 3.7290 14.437 0.0939 14.841 -3.5I46 15.247 2.2837 13.241 -3.5219 13.641 3.9910 14.043 3.7574 14.445 -0.0112 15.255 13.249 -3.9658 13.649 14.051 I4.849 -3.6657 4.1605 13.257 5.1265 3.4854 14.453 -0.4128 14.857 -4.1277 15.263 5.3442
-4.6046 13.657 5.5147 14.050 2.8 777 14.461 -1.1589 14.865 -4.7926 15.271 5.7483 13.265 -5.1949 13.665 5.2758 14.067 2.0345 14.469 -2.0514 14.874 13.273 -5.4308
-5.4070 15.279 5.4997 13.673 4.6762 14.075 1.1493 14.477 -2.9014 14.882 -5.6518 15.283 4.8749 13.281 -5.0478 13.681 4.0275 14.081 0.4292 14.486 - 3.514I 13.289 13.689 14.890 -5.2539 15.296 4.1995
-3.9297 3.57.!7 14.691 0.0110 14.494 -3.7884 14.898 -4.0901 15.304 3.7285 13.297 -2.8569 13.697 3.4261 14.099 -0.0931 14.502 -3.7596 14.906 -2.2450 35.312 3.5749 13.3% 0 13.706 3.5289 I4.107 0.0000 14.510 -3.5866 14.914 0.
13.333 15.320 3.6787 2.I736 13.714 3.6992 14.115 0.0931 14.518 -3.4354 14.922 2.2642 15.328 3.8562 1 3.32l 3.9599 13.722 3.7274 14.123 -0.01ll 14.930 H 13.329 14.526 -3.6353 4.1250 15.336 3.8856 5.0465 13.730 3.4575 14.131 -0.4293 14.534 -4.0934 14.933 5.2986 15.345 3.6041 I 13.337 5.4716 13.738 2.8546 14.139 -I.1494 14.542 -4.7528 14.946 5.6998 15.353 2.9758 8 o 13.345 5.2346 13.746 2.0883 14.147 -2.0146 14.550 -5. M21 14.955 5.4529 15.361 2.10 W 13.351 4.6397 13.754 1.1402 I4.855 -2.8777 14.558 -5.6049 14.963 15.369 Z 13.361 3.9961
. 8332 1.1886 13.762 0.4258 14.163 -3.4854 14.566 -5.2103 14.971 4.1627 15.377 0. 4 4 M e 13.770 IJ.369 3.5488 0.0110 14.171 -3.7574 14.574 -4.0562 14.979 3.6968 15.385 0.0114 13.377 3.4025 13.778 -0.0924 14.179 -3.7290 14.582 -2.2263 14.987 3.5444 15.393 -0.0963 9
188HMHHHHHHHilBERElHEREIEBh TIME PRE S91RE TlWE PRESSURE TIuE PRE SSURE TlWG PRE SSURE TIME PRE SSURE TIME PRESSURE (SEC) (PSID) ( SEC) (PSID) (SEC) (PSID) (SEC) (PSID) (SEC) (PSIO) 'SEC) (PSID) 15.402 0.0000 15.010 -3.7806 16.220 0 16.632 3.8094 17.046 0.0000 11.462 -3.8773 15.410 0.0963 15.818 -3.6059 16.228 2.3441 16.640 3.99 32 17.054 0.1006 17.470 -3.7679 15.418 -0.0114 15.826 -3.7609 16.236 4.2705 16.648 4.0236 17.062 -0.0120 17.479 -3.9799 15.426 -0.4439 15.834 -4.2350 16.244 5.4855 16,656 3.7323 17.071 -0.4638 17.487 -4.4252 15.434 -1.1886 15.842 -4.9171 16.252 5.9009 16.665 3.0815 17.079 -l.2418 17.495 -5 l380 15.442 -2.1040 15.851 -5.5475 16.261 5.6452 16.673 2.1787 17.087 -2.1981 17.504 -5.7967 15.450 -2.9759 15.859 -5.7987 16.249 5.0037 16.681 1.2308 17.095 -3.1089 17.512 -6.0591 15.459 -3.6043 15.867 -5.3904 16.277 4.3095 16.689 0.4596 17.104 -3.7655 17.520 -5.6326 15.467 -3.8856 15.875 -4.1964 16.285 3.8272 16.698 0.0118 17.112 -4.0593 17.529 -4.3849 15.475 -3.8562 15.883 -2.3033 16.294 3.6694 16.706 -0.0997 17.120 -4.0286 17.537 -2.4068 15.483 -3.6787 15.891 0 14.302 3.7760 16.784 0.0000 17.129 -3.8432 17.545 0, 15.491 -3.5749 15.900 2.3237 16.310 3.9582 16.723 0.0997 17.137 -3.7347 17.554 2.4264 15.499 -3.7286 15.908 4.2 333 16.318 3.9884 16.731 -0.0118 17.145 -3.8953 17.562 4.4240 15.507 -4.1985 15.916 5.4377 16.327 3.6996 16.739 -0.4597 17.154 -4.3862 17.570 5.68?? 15.516 -4.8748 15.924 5.8494 16.335 3.0545 16,747 -l.2309 17.162 -5.0927 17.579 6.1130 15.524 -5.4998 15.932 5.5960 16.343 2.1596 16.756 -2.1788 17.I70 -5.7456 17.587 5.8482 15.532 -5.7488 15.941 4.9601 16.351 1.2200 16.764 -3.0816 17.179 -6.0058 17.595 5.1834 15.540 -5.3441 15.949 4.2719 16.360 0.4556 16.772 -3.7324 17.187 -5.5830 17.604 4.4645 15.548 -4.1603 15.957 3.7938 16.368 0.0117 16.780 -4.0237 17.195 -4.3463 17.612 3.9648 15.556 -2.2835 15.965 3.6374 16.376 -0.0988 16.789 - 3.99 3I 17.203 -2.3856 17.621 3.8014 g 15.564 0 15.973 3.7431 16.384 0.0000 16.797 -3.8094 17.212 0, 17.629 3.9118 o 15.573 2.3035 15.982 3.9237 16.392 0.0989 16.805 -3.7019 17.220 2.4070 17.637 4.1005 a 15.581 4.1966 IE.990 3.9536 16.401 -0.0 l 17 16.813 -3.8610 17.228 4.3851 17.646 4.1318 m i 15.589 5.3905 15.998 3.6673 16.409 -0.4557 16.822 -4.3477 17.237 5.6327 17.654 3.8326 y
- 15.597 5.7987 16.006 3.0279 16.417 -1.2201 16.830 -5.0480 17.245 6.0591 17.662 3.1644 15.605 5.5474 16.014 2.1407 16.425 -2.1597 16.838 -5.6951 17.253 5.7966 17.671 2.2372 15.613 4.9171 16.023 1.2094 16.434 -3.0546 16.847 -5.9530 17.262 5.1379 17.679 I.2639 15.622 4.2349 16.031 0.4516 16.442 -3.6997 16.855 -5.5339 17.270 4.4251 17.688 0.4720 15.630 3.7609 16.039 0.0116 16.450 -3.9884 16.863 -4. 3381 17.278 3.9298 17.696 0.0121 15.639 3.6059 16.047 -0.0980 16.458 -3.9582 16.871 -2.3646 17.287 3.7679 17.704 -0.1024 15.646 3.7107 16.055 0.0000 16.467 -3.7760 16.880 0 17.295 3.8773 17.712 0.0000 15.654 3.0996 16.064 0.0980 16.475 -3.6694 16.888 2. 335 B 17.303 4.0644 17.721 0.1024 15.663 3.9193 16.072 -0.0116 16.483 -3.8272 16.896 4.3464 17.312 4.0954 17.729 -0.0122 15.671 3.6356 16.000 -0.4517 16.491 -4.3096 16.905 5.58 33 17.320 3.7969 17.738 -0.4720 15.679 3.0016 16.088 -1.2094 16.500 5.0038 16.913 6.0058 17.328 3.1365 !7.746 -1.2639 15.687 2.1222 16.096 -2.1408 16.508 -5.6452 16.921 5.7456 17.337 2.2175 17.755 -2.2373 15.695 1.19F9 16.105 -3.0280 16.516 -5.9009 16.929 5.0927 17.345 1.2527 17.763 -3.1644 15.703 0.4477 16.113 -3.6674 16.524 -5.4854 16.938 4.3862 17.353 'O.4678 17.771 -3.8327 15.712 0.0115 I6.121 -3.9536 16.532 -4.2703 16.946 3.8952 17.362 0.0120 17,780 -4.1318 15.720 -0.0971 16.129 -3.9236 16.541 -2,3439 16.954 3.7347 17.370 -0.1015 17.788 -4.1005 15.728 0.0000 lo.t37 -3.7431 16.549 0 16.963 3.8432 17.378 0.0000 17.796 -3.9118 15.736 0.0911 16.I46 -3.6374 16.557 2.3548 16.978 4.0286 17.387 0.1015 17.805 -3.8014 15.744 -0.0115 16.154 -3.7938 16.565 4.3082 16.979 4.0593 17.395 -0.0128 17.813 -3.9648 15.752 -0.4478 16.162 -4.2720 16.574 5.5340 16.988 3.7654 17.40? -0.4679 17.822 -4.4645 g 15.761 -1.1990 16.170 -4.9601 16.582 5.9530 16.996 3.1089 17.412 -1.2528 17.830 -5.1837 i 15.769 -2.1223 16.179 -5.5960 16.590 5.6951 17.004 2.1980 17.420 -2.2176 17.838 -5.8482
$ 15.777 -3,0017 16.187 -5.8494 16.599 5.0479 17.012 1.2417 17.428 -3.1366 17.847 -6.11 30 o 15.785 -3.6356 16.195 -s.4376 16.607 4.3476 17.021 0.4637 17.437 -3.7989 17.855 -5.6826 Z 15.793 -3.9193 16.203 -4.2331 16.615 3.8610 17.029 0.0119 17.445 -4.0954 17.863 -4.4239 e 15.801 -3.6896 16.2.11 -2.3235 16 o23 3.7019 17.037 -0.1006 17.454 -4.0643 M b ,
TIME PRESSURE TIME PRESSURE TlWE (SEC) PRESSURE TIME TIME (PSIDI (SEC) (PSID) (SEC) (PSIO) PRE SSURE PRESStlRE TiuE PRESSURE 17.880 0 (SEC) IPSID) ( SEC 1 (PSIDI 18.301 3.9816 18.725 0.0000 ( SEC) (PSIDI 17.889 2.4500 18.310 4.1737 18.733 19.150 -4.0524 19.579 0 20.010 4.1599 17.897 0.8052 19.159 -3.9380 19.597 2.5601 20.019 4.4634 18.318 4.2055 18.742 -0.0425 4.3606 17.905 5.7332 18.327 19.l67 -4.1073 19.596 4.6639 20.027 4.3939 17.914 3.9010 18.750 -0.4847 19.176 -4.6250 19.605 6.1673 18.335 3.2208 18.758 -i.2979 5.9909 20.036 4.0757 17.922 5.9001 18.343 19.184 -5. 3699 19.613 6.4445 20.045 2.2771 18.767 -2.2974 3.3651 17.931 5.2297 18.352 1.2864 18.775 19.193 -6.0584 19.622 6.I653 20.053 2.3791
-3.2494 19.202 -6.3327 17.939 4.5041 18.360 0.4804 18.784 19.630 5.4647 20.062 1.3440 17.947 4.0000 18.369 0.0124 18.792
-3.9356 19.210 -5.8869 19.639 4.7066 20.071 0.5019 17.956 3.8351 18.377 -0.1042
-4.2428 19.289 -4.5829 19.648 4.1798 20.079 0.0129 17.964 18.801 -4.2106 19.227 3.0466 18.386 0.0000 18.809
-2.5154 19.656 4.0075 20.088 -0.1089 17.973 4.1369 18.394
-4.0169 19.236 0 19.665 4.1239 20.097 0.0000 17.981 0.1042 18.818 -3.9035 19.244 2.5378 4.1685 18.403 -0.0124 18.826 19.674 4.3228 20.105 0.1089 17.990 3.8667 -4.0713 19.253 4.6234 19.682 4.3558 18.411 -0.4805 18.835 -4.5845 19.261 20.114 -0.0129 17.998 3.1925 18.419 5.9388 19.691 4.0405 20.123 -0.5020 18.006
-l.2865 18.841 -5.3229 19.270 6.3885 19.699 2.2573 18.428 -2.2772 18.852 3.3359 20.131 -l.3441 18.015 1.2758 -6.0053 19.279 6.1117 19.708 2.3585 18.023 18.436 -3.2209 18.860 -6.2772 19.287 5.41 72 20.140 -2.3792 0.4762 18.445 -3.9011 18.869 -5.8353 19.787 f.3324 20.849 -3.3652 18.032 0.0122 18.453 -4.2055 19.296 4.6656 19.725 0.4976 20.157 -4.0758 18.040 -0.1033 18.877 -4.5427 19.304 19.734 18.462 -4.1736 18.884 -2.4934 4.l434 0.0128 20.166 -4.3939 18.049 0.0000 19.313 3.9726 19.742 -0.1080 20.175 18.057 10.470 -3.9816 18.894 0 19.32l 4.0881 19.751
-4.3606 0.1033 18.479 -3.8692 18.903 0.0000 20.183 -4.1599 18.065 -0.0123 18.487 2.5857 19.330 4.2853 19.760 0.1080 y
a 18.074 -0.4762
-4.0356 18.958 4.5830 19.139 4.3880 19.768 -0.0128 20.192 -4.0425 18.496 -4.5442 18.920 5.8870 19.347 20.201 -4.2163 m hi 18.082 -l.2752 18.504 -5.2762 4.0053 19.777 -0.4976 20.209 -4.7477 "1
- 18. 92 ft 6.3327 19.356 3.3069
" 18.090 -2.2572 18.512 -5.9526 18.937 6.0583 19.364 19.786 -I.3325 20.218 -5.5125 "
18.099 -3.1926 18.521 -6.2228 2.3380 19.794 -2.3586 20.227 -6.2198 10.946 5.3499 19.373 1.3208 18.107 -3.8667 18.529 -5.7841 18.954 4.6249 19.803 -3.3360 20.235 .-6.5007 18.116 -4.1685 18.538 -4.5028 1 9 . 38 l 0.4932 19.811 -4.0405 2G.24; -6.0431 18.963 4.1073 19.390 0.0127 18.124 -4.1369 18.546 -2.4715 18.971 3.9380 19.399 -0.1070 19.820 -4.3558 20. 2Z -4.7045 18.13J -3.9466 18.555 0, 18.980 19.829 -4.3228 20.261 -2.5822 18.141 -3.8351 4.0524 19.407 0.0000 19.837 18.563 2.4936 18.988 4.2479 19.416
-4.1239 20.270 0, 18.149 -4.0000 10.572 0.1070 19.846 -4.0075 20.279 2.6048 4.5429 18.997 4.2803 19.424 -0.0127 19.855 18.158 -4.5042 18.580 5.8354 19.005 3.9704 ~4.1798 20.283 4.7455 18.166 -5.2297 18.589 19.433 -0.4933 19.863 -4.7066 20.296 6.2772 19.014 3.2781 19.441 6.0957 18.175 -5.9002 18.597 6.0053 19.022 2.3176
-l. 3209 19.872 -5.4647 20.305 6.5572 18.183 -6.1673 18.606 5.3228 19.450 -2.3101 19.880 -6.1653 20.314 6.2731 19.031 1.3093 19.459 -3. 3070 19.889 18.191 -5.7332 18.614 4.5844 10.039 0.4889 -6.4445 20.322 5.5602 18.200 19.447 -4.0054 19.898 -5.9903 20.331
-4.4632 18.623 4.0713 19.048 0.0126 19.476 4.7889 18.208 -2.4498 18.631 3.9035 19.056
-4.3180 19.906 -4.6633 20.340 4.2529 18.217 -0.1061 19.484 -4.2852 19.985 -2.5598
- 0. 18.640 4.0169 19.065 0.0000 19.493 20.349 4.0776 18.225 2.4717 18.648 4.2106 -4.0881 19.924 0, 20.357 4.1961 18.234 19.074 0.1061 19.502 -3.9726 19.932 2.5824 4.5030 18.657 4.2428 19.082 -0.0126 19.510 20.366 4.3984 18.242 5.7841 18.665 3.9356 -4.1435 19.941 4.7046 20.375 4.4320 19.098 -0.4890 19.519 -4.6657 19.950 18.250 6.2221 18.674 3.2494 19.099 6.0432 20.383 4. fill 7 18.259 5.9525
-1.3094 19.527 -5.4172 19.958 6.5 000 20.392 18.682 2.2973 19.108 -2.3177 19.536 3.3943 a
18.267 5.2761 18.691
-6.1117 19.967 6.2191 20.401 2.3998 1.2978 19.116 -3.2782 10.544 -6. 3885 8 18.276 4.5441 18.699 0.4847 19.125 -3.9704 19.553 19.976 5.5124 20.410 1.3557 c 18.284 -5.9 3B7 19.984 4.7476 20,418 0.5063 4.0355 18.708 0.0125 19.131 -4.2803 19.562 D 18.293 3.8692 18.786 -0.1052 19.142
-4.6232 19.993 4.2162 20.427 0.01.0 e -4.2478 19.570 -2.5376 20.001 4.0425 20.436 -0.1098 1
TIME PRESSURE TlWE PRESSURE TlWE PRESSURE TIME PRE SSURE TlWE PRESSURE TIWE PRESSURE (SEC) (PSID) ( SEC) (PSID) (SEC) (PSID) (SEC) (PSID) (SEC) (PSID) ( SEC) (PSin) 20.444 0.0000 20.881 -4.2323 21.321 0 21.765 4. 3414 22.212 0.0000 22.662 -4.4144 20.453 0.1098 20.890 -4.1128 21.330 2.6725 21.774 4.5508 22.221 0.1146 22.671 -4.2898 20.462 -0.0131 20.899 -4.2896 21.339 4.8687 21.783 4.5856 22.2 30 -0.0136 22.680 -4.4743 20.471 -0.5063 20.908 -4.8303 21.348 6.2519 21.792 4.2516 22.239 -0.5283 22.689 -5.0382 20.479 -1.3558 20.916 -5.6081 21.357 6.7275 21.801 3.5119 22.248 -1.4146 22.698 -5.8497 20.488 -2.3999 20.925 -6.3273 21.366 6.4350 21.810 2.4829 22.256 -2.5039 22.707 -6.5997 20.497 -3.3944 20.934 -6.61 38 21.375 5.7046 21.818 8.4027 22.265 -3.5415 22.716 -6.8905 20.505 -4.1112 20.943 -6.1482 21.381 4.9132 21.827 0.5238 22.274 -4.2894 22.725 -6.4128 20.514 -4.4320 20.952 -4.7863 21.392 4.3633 21.836 0.0135 22.283 -4.6241 22.734 -4.9923 20.523 -4.3984 20.960 -2.6271 21.401 4.1834 21.845 -0.1137 22.292 -4.5898 22.743 -2.7402 20.531 -4.1960 20.969 0 21.410 4.3050 21.854 0.0000 22.301 -4.3779 22.752 0 20.540 -4.0776 20.978 2.6499 21.419 4.5126 21.863 0.1137 22.310 -4.2543 22.761 2.7611 20.549 -4.2529 20.987 4.8276 23.428 4.5471 21.872 -0.0135 22.Ji9 -4.4372 22.770 5.0333 20.558 -4.7889 20.905 6.2011 21.437 4.2179 21.881 -0.5239 22.328 -4.9965 22.779 6.4660 20.5o6 -5.5603 21.004 6.6706 21.445 3.4824 21.890 -1.4028 22.337 -5.8013 22.788 6.9556 20.575 -6.2731 21.013 6.3816 21.454 2.4621 28.899 -2.4830 22.346 -6.545l 22.797 6.6542 20.584 -6.5572 21.022 5.6564 21.463 1.3909 21.908 -3.5120 22.355 -6.8414 22.806 5.8981 20.592 -6.0956 21/031 4.87I7 21,472 0.5194 21.916 -4.2516 22.364 -6.3598 22.815 5.0798 20.601 -4.7453 21.040 4.3264 2t.481 0.0134 28.925 -4.5856 22.373 -4.9510 22.824 4.5112 20.610 -2.6046 21.048 4.1481 21.490 -0.1127 21.934 -4.5508 22.382 -2.7175 22.834 4.3253 20.619 0 21.057 4.2686 21.499 0.0000 21.943 -4. 3414 22.391 0 22.843 4.4510 20.627 2.6273 21.066 4.4745 28.507 0.I127 21.052 -4.2189 22.400 2.7404 22.852 4.6657 20.636 4.7865 21.075 4.5086 21.516 -0.0134 2I.961 -4.4003 22.409 4.9925 22.861 4.7013 m 20.645 6.1483 28.084 4.1822 21.525 -0.5195 21.070 --4.9549 22.418 6.4129 22.870 4.3609 N N 20.654 6.6138 21.092 3.4530 21.534 21.979 "
-l.3910 -5. 75 10 22.427 6.8985 22.879 3.6005 g 20.662 6.3273 21.101 2.4413 21.543 -2.4622 21.988 -6.4005 22.4 36 6.5996 22.883 2.5456 i 20.671 5.6083 21.180 3.3701 21.552 -3.4825 21.997 -6.7844 22.445 5.8496 22.897 1.4381 T
20.600 4.8302 21.119 0.5150 21.561 -4.2179 22. 006 -6.3068 22.454 5.0301 22.906 0.5370 20.689 4.2896 21.128 0.0832 21.570 -4.5478 22.015 -4.9000 22.463 4.4742 22.915 0.0139 20.697 4.1128 21.136 -C.1817 21.578 -4.5126 22.023 -2.6949 22.472 4.2898 22.924 -0.1165
/O.706 4.2323 21.145 0.0000 21.587 -4.3050 22.032 0 22.481 4.4145 22.933 0.0000 20.715 4.4364 21.154 0.1187 21.596 -4.:8 34 22.041 2.7177 22.490 4.6274 22.942 0.1165 20.724 4.4703 21.163 -0.0133 28.605 -4.3633 22.050 4.9512 22.499 4.6627 22.952 -0.0133 20.733 4.1466 21.172 -0.5I51 21.614 -4.9133 22.059 6.35 99 22.500 4.3251 22.961 -0.5371 20.741 3.4236 21.180 -I.3792 28.623 -5.7047 22.068 22.517 20.750 2.4205 21.189 -2.4414 6.8414 3.5710 22.970 -1.4382 21.632 -6.4360 22.077 6.5450 22.526 2.5247 22.979 -2.5457 20.759 1.3674 21.198 -3.4531 21.640 -6.7274 22.086 5.0013 22.535 I.4263 22.988 -3.6006 20.768 0.5106 21.207 -4.1823 21.649 -6.25 33 22.095 4.9964 22.54A - 0.5326 22.997 -4.3600 20.776 0.0131 21.216 -4.5087 21.658 -4.8685 22.104 4.4372 22.553 0.0137 23.006 -4.7013 20.785 -0.8108 21.225 -4.4745 21.667 -2.6722 22.113 4.2543 22.562 -0.1156 23.015 -4.6657 20.794 0.0000 21.233 -4.2686 21.676 0, 22.822 4.3779 22.571 0.0000 , 23.024 -4.4510 20.803 0.1108 21.242 -4.1481 21.685 2.6951 22.131 4.5898 22.580 0.1156 23.033 -4.3253 20.8tl -0.0132 21.251 -4.3264 21.694 4.9099 22.140 4.6241 22.589 -0.0137 23.042 -4.5183 20.820 -0.5107 21.260 -4.8787 21.703 6.3069 22.140 4.2803 22.598 -0.5327 23.051 -5.0799 20.829 -1.3675 21.269 -5.6565 21.711 6.7844 22.158 3.5414 22.607 -1.4264 23.060 -5.8981 g 20.8}} -2.4206 21.277 -6.38I6 21.720 6.4905 22.167 2. 50 30 22.617 -2.5248 23.070 -6.6543 e 20.846 -3.4237 21.286 -6.6706 21.729 5.7529 22.176 8.4145 22.626 -3.5710 23.079 -6.9556
$ 20.855 -4.1467 21.205 -6.2010 21.738 4.9548 22.185 0.5282 22.635 -4.3252 23.088 -6.4659 N 20.864 -4.4703 21.304 -4.8274 21.747 4.4002 22.194 0.0116 22.644 -4.6627 23.097 -5.0316 8 20.873' -4.4364 21.313 -2.6496 21.756 4.2189 22.203 -0.1846 22.653 -4.6274 S?
) kh) ) '
y TINE PRESSURE TINE PRESSURE TIME PRESSURE T!4E P RE SSURE TIME PRESSUR2 TIME PRESSURE (SEC) (PSID) (SEC) (PSIDI (SEC) (PSID) (SEC) (PSID) (SEC) (PSID) (SEC) (PSID) 23.115 O. 23.572 4.5240 24.033 0.0000 24.498 -4.5970 24.967 0. 25.440 4.7060 23.124 2.7858 23.582 4.7422 24.043 0.1194 24.507 -4.4672 24.976 2.8989 25.449 4.9330 23.133 5.0751 23.591 4.7784 24.052 -0.0142 24.517 -4.6592 24.985 5.2812 25.459 4.9707 23.842 6.5191 23.600 4.4 325 24.061 -0.5503 24.526 -5.2465 24.995 6.7833 25.463 4.6108 23.I51 7.0127 23.609 3.6596 24.070 -1.4735 24.535 -6.0016 25.004 7.2974 25.470 3.8063 23.161 6.7080 23.618 2.5874 24.080 -2.6083 24.545 -6.8725 25.014 6.9813 25.407 2.6915 23.I70 5.9465 23.627 1.4617 24.089 -3.6892 24.554 -7.1837 25.023 6.1879 25.497 1.5205 23.179 5.1215 23.637 0.5458 24.008 -4.4683 24.563 -6.6780 25.033 5.3295 25.506 0.5678 23.188 4.5483 23.646 0.0140 24.107 -4.8170 24.573 -5.1987 25.042 4.7330 25.516 0.0146 23.197 4.3608 23.655 -0.1184 24.117 -4.7805 24.582 -2.8515 25.052 4.5379 25.525 -0.1232 23.206 4.4875 23.664 0. 0000 24.126 -4.5405 24.591 0 25.061 4.6697 25.535 0.0000 23.215 4.7040 23.673 0.1184 24.135 -4.4317 24.601 2.8763 25.070 4.8950 25.544 0.1232 23.225 4.7399 23.683 -0.0141 24.144 -4.6223 24.610 5.2401 25.080 4.9323 25.554 -0.0146 2J.234 4.3967 23.692 -0.5459 24.154 -5.2049 24.619 6 7110 25.089 4.5752 25.563 -0.5679 23.243 3.6301 23.701 -1.4618 24.163 -6.0433 24.629 7.2406 25.099 3.7775 25.573 -1.5206 2J.252 2.5665 23.710 -2.5875 24.172 -6.8180 24.638 6.9269 25.108 2.6707 25.582 -2.6916 23.261 1.4499 23.719 -3.6597 24.181 -7.1267 24.648 6.1398 25.118 1.5037 25.592 -3.8069 23.270 0.54I4 23.729 -4.4325 24.191 -6.6250 24.657 5.2880 25.127 0.5634 25.602 -4.6108 23.279 0.0139 23.738 -4.7784 24.200 -5.8575 24.666 4.6961 25.137 0.0145 25.611 -4.9707 23.289 -0.8175 21.747 -4.7422 24.209 -2.8308 24.676 4.5026 25.146 -0.1222 25.621 -4.9330 23.298 0.0000 23.756 -4.5240 24.218 0 24.685 4.6334 25.156 0.0000 25.630 -4.7060 23.307 0.1175 23.765 -4.3963 24.228 2.8537 24.694 4.8569 25.865 0.1222 25.640 -4.5732 m M. 23.316 -0.0140 23.775 -4.5853 24.237 5.1989 24.704 4.89 39 25.174 -0.0145 25.649 -4.7690 m ? 23.325 -0.5415 23.784 -5.1632 24.246 6.6781 24.713 4.5396 25.184 -0.5635 25.659 -5.3710 - c 23.334 -l.4500 23.793 -5.9949 24.256 7.1837 24.723 3.7481 25.193 -1.50B3 25.663 -6.2361 23.343 -2.5666 23.002 -6.76 35 24.265 6.8725 24.732 2.6499 25.203 -2.6703 25.678 -7.0356 23.352 -3.6301 23.811 -7.0697 24.274 6.0915 24.741 1.4970 25.212 -3.7776 25.687 -7.3541 23.362 -4.3967 23.821 -6.5720 24.284 5.2464 24.751 0.5590 25.222 -4.5753 25.697 -6.8364 23.371 -4.7399 23.830 -5.1162 24.291 4.6592 24.760 0.0144 25.231 -4.9323 25.706 -5.3221 23.380 -4.7039 23.839 -2.8082 24. 302 4.4672 24.769 -0.1213 25.241 -4.8950 25.716 -2.9212 23.389 -4.4875 23.848 0 24.312 4.5970 24.779 0.0000 25.250 -4.6697 25.725 O. 23.398 -4.3600 2 3. R5 7 2.8 311 24.121 4.8187 24.788 0.1213 25.259 -4.5379 25.735 2.9439 23.407 -4.5483 23.867 5.15?7 24.130 4.0555 24.798 -0.0144 25.269 -4.7330 25.744 5.3632 23.416 -5.1216 23.876 6.6251 24.340 4.5030 24.807 -0.5591 25.2 78 -5.3295 25.754 6. 8391 23.426 -5.9465 23.885 7.1268 24.349 3.7106 24.816 -1.4971 25.283 -6.1830 25.764 7.4107 23.435 -6.7089 23.894 6.8180 24.158 2.6291 24.825 -2.65 00 25.297 -6.9813 25,773 7.0897 23.444 -7.0127 21.904 6.0432 24.368 8.4852 24.835 -3.7482 25.307 -7.2974 25.783 6.2840 23.453 -6.5190 23.913 5.2048 24.377 0.5546 24.845 -4.5397 25.316 -6.7837 25.792 5.4122 23.462 -5.0749 23.922 4.6223 24.186 0.0143 24.854 -4.89 39 25.326 -5.2810 25.802 4.8064 23.471 -2.7855 23.931 4.4317 24.195 -0.I203 24.863 -4.8569 25.335 -2.8906 25.812 4.6083 23.480 0. 23.941 4.5605 24.405 0.0000 24.n73 -4.6334 25.345 O. 25.82 4.7422 23.400 2.8084 23.950 4.7805 24.414 0.1203 24.882 -4.5026 25.354 2.9214 25.831 4.9710 23.499 5.1164 21.950 4.8170 24.421 -0.0141 24.891 -4.6962 25.364 5.3223 - 25.840 5.0089 23.508 6.5721 23.969 4.4682 24.431 -0.5547 24.901 -5.2881 25.373 6.8365 25.850 4.6463 7 23.517 7.0607 23.978 3.6891 24.442 -I.4853 24.910 -6.1398 25.383 7.3541 25.859 3.8361 1 23.526 6.7634 23.987 2.6082 24.451 -2.6292 24.920 -6.9270 25.392 7.0355 25.869 2.7122 8 c) 23.536 5.9948 23.996 1.4734 24.461 -3.7187 24.929 -7.2406 25.402 6.2360 25.879 i 1.5322 23.545 5.I632 24.006 0.5502 24.470 -4.5040 24.938 -6.7300 25.411 5.3709 25.883 0.5722 U 23.554 4.5853 24.015 0.0142 24.479 -4.8555 24.948 -5.2399 25.421 4.7697 25.893 0.0147 23.563 4.3963 24.024 -0.1194 24.489 -4.8187 24.957 -2.876: 25.430 4.5732 25.007 -0.1241
M TIME PRESSURE TluE PRESSURE TIME PRESSURE TiuE P RESSURE TIME PRE SSURE TIME P RE SSURE (SEC) (PSID) ( SEC) (PSIDI (SEC) (PSID) (SEC) (PSI D) (SEC) (PSID) ( SEC1 (PSID) 25.917 0.0000 26.399 -4.7784 26.884 0. 27.376 4. ni 62 27.872 0.0000 28.373 -4.9575 2r.927 0.124i 26.408 -4.6435 26.804 3.0110 27.386 5.1219 27.882 0.1283 28.333 -4.0175 25.935 -0.0147 26.418 -4.8431 26.904 5.4855 27.396 5.1610 27.892 -0.0153 28.303 -5.0247 25.946 -0.5722 26.428 -5.4515 26.914 7.0462 27.405 4.7873 27.902 -0.5939 28.403 -5.6580 25.955 -1.5323 26.437 -6.3320 26.924 7.5797 27.4L5 3.9526 27.912 -l.5903 28.413 -6.5693 25.965 -2.7123 26.447 -7.1437 26.934 7.2513 27.425 2.7945 27.922 -2.8850 28.423 -7.4115 25.975 -3.8362 26.457 -7.4672 26.943 6.4273 27.435 1.5787 27.932 -3.9886 - 28.433 -7.7471 25.984 -4.6463 26.466 -6.9415 26.951 5.5356 27.445 0.5895 27.948 -4.8223 28.443 -7.2017 25.994 -5.0089 26.476 -5.4039 26.963 4.9160 27.455 0.0152 27.051 -5.1987- 28.453 -5.6065 26.003 -4.9710 26.486 -2.9661 26.973 4.7134 27.465 -0.1279 27.061 -5.1593 28.463 -3.0773 26.013 -4.7422 26.495 O. 26.983 4.8504 27.475 0.0 000 27.971 -4.9219 28.473 0 26.022 -4.6083 26.505 2.9n87 26.992 5.0843 27.485 0.1279 27.991 -4.7829 28.483 3.0995 26.0 32 -4.8065 26.515 5.4448 27.002 5.1231 27.494 -0.0152 27.9? -4.0886 28.493 5.6468' 26.042 -5.4123 26.524 6.9040 27.012 4.7522 27.504 -0.5896 20.001 -5.6173 28.503 7.2533[ 26.051 -6.2841 26.534 7.5235 27.022 3.9236 27.514 -1.5788 28.011 -6.5222 28.514 7.0025 26.061 -7.0897 26.544 7.1976 27.032 2.7740 27.524 -2.7?46 28.021 -7.3583 28.524 7.4645 26.070 ~7.4107 26.554 6.3796 27.041 1.5671 27.534 -3.9527 28.031 -7.6915 28.514 6.6162 26.080 -6.8890 26.563 5.4946 27.05I 0.5852 27.544 -4.7973 20.04: -7.1500 28.544 5.6984 26.090 -5.3630 26.573 4.8706 27.061 0.0151 27.554 -5.1610 20.051 -5.5662 28.554 5.0606 26.099 -2.9436 26.583 4.6785 27.071 -0.1270 27.564 -5.1219 28.061 -3.0552 28.564 4.8520 26.109 0 26.592 4.8144 27.08I 0.0000 27.573 -4.8962 '28.071 0 28.574 4.9930 26.118 2.9663 26.602 5.0466 27.000 0.1270 27.583 -4.7492 28.08I 3.0775 28.584 5.2333 m M 26.128 5.4041 26.612 5.0852 27.100 -0.0151 27.593 -4.9524 28.091 5.6067 28.595 5.2737 s - 26.1 33 6.9416 26.622 4.7170 . 27.110 -0.5853 27.603 -5.5766 28.101 7.2018 28.603 4.8919 ? 26.147 7.4672 26.631 3.8945 27.120 -!.5672 27.613 -6.4748 28. l l i 7.7478 28.615 4.0389 - 26.157 7.1437 26.641 2.7514 27.130 -2.7741 27.623 -7.3049 28.121 7.4115 28.625 2.8556 0 26.167 6.3119 26.65I I.5555 27.140 -3.9237 27.633 -7.6357 28,131 6.5693 28.633 1.6132 26.176 5.4535 26.661 0.5809 27.149 -4.7522 27.643 -7.0981 28.141 5.6579 28.645 0.6024 26.186 4.8431 26.670 0.0149 27.859 -5.1231 27.653 -5.5258 28.151 5.0246 28.655 0.0155 26.196 4.6435 26.680 -0.1260 27.169 -5.0843 27.662 -3.0330 28.162 4.8175 28.666 -0.1307 26.205' 4.7784 26.690 0.0000 27.170 -4.8503 27.672 0. 28.172 4.9575 28.676 0.0000 26.215 5.0089 26.700 0.1260 27.189 -4.7134 27.682 3.0554 28.182 5.1966 28.685 0.1307 26.225 5.0471 26.709 -0.0150 27.198 -4.9161 27.692 5.5664 28.192 5.2363 28.696 -0.0155 26.234 4.6817 26.719 -0.5810 27.208 -5.5357 27.702 7.1501 28.202 4.8572 28.706 -0.6025 26.244 3.8653 26.729 -1.5556 27.218 -6.4274 27.712 7.6915 28.212 4.0102 28.716 -1.6133 26.254 2.7328 26.738 -2.75 36 27.228 -7.2513 27.722 7.3582 28.222 2.8353 '28.726 -2.8557 26.261 1.5438 26.748 -3.8946 27.238 -7.5797 27.732 6.5221 28.2 32 1.6017 28.737 -4.0390 26.273 0.5765 26.758 v4.7170 27.247 -7.046I 27.742 5.6173 28.242 0.5981 28.747 -4.8920 26.283 0.0148 26.768 -5.0852 27.257 -5.4PS3 27.752 4.9885 28.252 0.0154 - 28.757 -5.2737 26.292 -0.1251 26.777 -5.0466 27.267 -3.0100 27.762 4.7429 28.262 -0.1298 28.767 -5.2333 26.302 0.0000 26.787 -4.8144 27.277 0 27.772 4.9219 28.272 0.0000 28.777 -4.9929 26.312 0.1251 26.797 -4.6785 27.287 3.0333 27.782 5.1593 28.282 0.1298 28.787 -4.8520 26.321 -0.0149 26.007 -4.8796 27.297 5.5260 27.792 5.1987 28.292 -0.0154 28.797 -5.0606
- 26.331 -0.5766 26.816 -5.4947 27.307 7.0982 27.802 4.8223 28.302 -0.5982 28.807 -5.6984 i 26.341 -l.5439 26.826 -6.3797 27.116 7.6357 27.812 3.9815 28.312 -1.6010 28.818 -6.6163 C 26. 350 -2.7329 26.836 -7.1976 27.326 7.1049 27.822 2.8149 28.322 -2.8354 28.828 -7.4645
$ 26.360 -3.8654 26.846 -7.5235 27.336 6.4748 27.832 1.5902 28.332 -4.0103 28.838 -7.8025 N 26.370 -4.6817 26.855 -6.9039 27.346 5.5765 27.842 0.5938 28.342 -4.8572 28.848 -7.2532 E 26.379 -5.0471 26.865 -5.4446 27.356 4.9523 27.852 0.0153 28.352 -5.2363 28.858 -5.6466 26.389 -5.0088 26.875 -2.9884 27.366 4.7482 27.862 -0.1288 28.363 -5.1966 28.868 -3.0993
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BFS APPENDIX 3C PART II INFORMATION REPORT MARK III CONTAINMENT DYNAMIC LOADING CONDITIONS - APPLICATION OF DYNAMIC LOADING CONDITIONS TO MARK III CONTAINMENT 3C.13-0 14-020279
BFS Class I FINAL July 1975 INFORMATION REPORT MARK III CONTAINMENT DYNAMIC LOADING CONDITIONS Prepared by: W.J. Bilanin T.Y. Fukushima A.J. James T.R. McIntyre D.L. Petite F. Reuter B.C. Sliier J.E. Torbeck P. Valandani M.R. Walencink Approved: " ' Mn s t. P.W. Ianni, Manager D. C. Ditmore, Manager Power Plant Design Engineering NSS Performance & Safety Analysin Approved: R. T. Lahey, Manager Core and Safety Deve ment BOILING WATEH HE AC f0H PHOJECTS DEPAHTMEN T 3 GENEH AL ELECT RIC COMPANY SAN JOSE, CALIFORNI A 95125 G EN ER AL h El,ECTRIC 3C.13-ca 14-020279
BFS A DISCLAIMER OF RESPONSIBILITY
/
This document is being made available by General Electric Company uithout consideration in the interest of promoting the spread of technical knowledge. Neither General Electric Company nor the individual authors: A. Make any carranty or representation, expressed or implied, with respect to the accuracy, completeness, or usefulness of the information contained in this document, or that the use of any infomation disclosed in this doewnent nuy not infringe privately owned rights; B. Assume any responsibility for liability or damage uhich may result from the use of any infomation disclosed in this document; or C. Imply that a plant designed in accordance with the recommendations found in this document vill be licensed by the United States Nuclear Regulatory Commission or that it vill comply with Fedemi, Stato or local regulations. 3C.13-Ob 14-020279
BFS [
,'1 ABSTRACT 3
l This technical report provides numerical infcmation for tiwmal hydraulic dynamic loading conditions in GE Mark III Referor.ce Plant pressure suppression 0 containment system during a loss-of-coolant accilent, safety relief valve dis-
' charge and related dynamic events. Infomation and guidance has been provided to assist the containment designer in evaluating the design conditions for the various atructures which form the containment system. Observed test data, or calculations upon which the loads are based, are discussed. A Class III supple-ment to this report (NEDE-11314-08) includes additional proprietary information in support of the load definition.
3C.13-Oc 14-020279
BFS TABLE OF CONTENTS (Continued) Page 6.2.5.4 Testing and Inspections 6.2-127 6.2.5.5 Instrumentation Requirements 6.2-127 6.2.5.6 Materials 6.2-128 6.2.6 Suppression Pool Make-Up System 6.2-129 6.2.6.1 Design Basis 6.2-129 6.2.6.2 System Design 6.2-130 6.2.6.3 Design Evaluation 6.2-132 6.2.6.4 Testing 6.2-135 6.2.6.5 Instrumentation 6.2-136 6.2.6.6 Materials 6.2-137 6.2 References 6.2-138 6.3 EMERGENCY CORE COOLING SYSTEMS (GESSAR) 6.3-1 6.3.1.4 Capability to Meet Functional Requirements (CESSAR) 6.3-1 6.3.3.10 Conformance with ECCS Acceptance Criteria of 10CFR50.46 (GESSAR) 6.3-1 14 6.3.3.12 Use of Dual Function Components (GESSAR) 6.3-1 6.3.3.14 Tharmal Shock Considerations (GESSAR Confirmed) 6.3-1 6.3.4 Tests and Inspections (CESSAR Confirmed) 6.3-1 6.4 HABITABILITY SYSTEMS 6.4-1 6.4.1 Habitability Systems Functional Design 6.4-la 14 6.4.1.1 Design Bases 6.4-la 6.4.1.2 System Design 6.4-2 6.4.1.3 Design Evaluation 6.4-2 6.4.2 References 6.4-12 6.5 STANDBY GAS TREATMENT SYSTEM (SGTS) 6.5-1 6.5.1 Design Bases 6.5-1 6.5.1.1 Safety Design Bases 6.5-1 6.5.1.2 Power Generation Design Bases 6.5-1 6.5.2 System Description 6.5-2 6.5.2.1 Filter Train Housing 6.5-3 6.5.2.2 Filter Frames and Supports for HEPA Filter and Charcoal Adsorbers 6.5-4 6.5.2.3 HEPA Filters 6.5-5 6.5.2.4 Charcoal Adsorbers 6.5-5 6.5.2.5 Ductwork 6.5-6 2 14-020279
BFS The Station Superintendent will saiVe as the chairman of the Test Working Group. Members will be appointed as required to ensure competent representation on the TWG from the BFS project organization, B&V site organization, GE (NSSS) site organization, and the project field management organization. Other par-ties may be assigned by the chairman for advice and consultation as appropriate. Education and experience for the members of the TWG are as follows: (1) For the Chairman refer to the Station Superintendent under Sub-aection 13.1.3.2.2. (2) Black & Veatch representative shall have a BS in Engineering or the Physical Sciences and four years power plant design or operation experience of which at least two years will be appropriate nuclear power plant experience. He shall have general familiarity with 14 the design of BFS which is the responsibility of B&V. (3) General Electric representative shall have a BS in Engineering or the Physical Sciences and four years power plant design, construc-tion, or operations experience at least two of which shall be nuclear. He shall be familiar with the GE designed portion of the plant. (4) BFS Project Engineering representative shall have a BS in Engi-neering or the Physical Sciences and four years power plant design or operations experience of which at least two years will be appropriate nuclear power plant experience. 14 (5) Project field management member shall have a high school education plus four years powcr plant construction experience. He shall be familiar with BFS construction procedures. 13.4-la 14-020279
BFS 14.0 INITIAL TESTS AND OPERATION TABLE OF CCdTENTS Page 14.1 TEST PROGRAM (GESSAR) 14.1-1 l14 14.1.1 Administrative Procedures (Testing) 14.1-1 14.1.2 Administrative Procedures (Modifications) 14.1-2 14.1.3 Test Objectives and Procedures (FSAR) (CESSAR) 14.1-3 14.1.4 Fuel Loading and Initial Operation (GESSAR) 14.1-3 14.1.5 Administrative Procedures (System Operation) (FSAR) 14.1-3 14.1.6 Conformance to Regulatory Guide 1.70.33 14.1-3 14.1.6.1 Scope of Test Program 14.1-3 14.1.6.2 Plant Design Features That Are Special, Unique, or First of a Kind 14.1-3 14.1.6.3 Regulatory Guides 14.1-3 14.1.6.4 Utilization of Plant Operating and Testing Experiences at Other Reactor Facilities 14.1-3a 14.1.6.5 Test Progre.m Schedule 14.1-3a 14.1.6.6 Trial Use of Plant Operating and Emergency Procedures 14.1-3a 14.1.6.7 Staff for Conduct of Test Program 14.1-3a 14 14.2 AUGMENTATION OF PSO'S STAFF FOR INITIAL TESTS AND OPERATION (FSAR) 14.1-3c 1 14-020279
BFS LIST OF ILLUSTRATIONS Figure P e 14.1-1 TEST PROGRAM SCHEDULE 14.1-6 3 14-020279
BFS with station procedures which are formulate'd using the guidance of ANSI N18.7-1972, " Administrative Controls fo- Nuclear Power Plants," as described in Subsection 13.5.1. 14.1.6.4 Utilization of Plant Operating and Testing Experiences at Other Reactor Facilities. During the preparation of detailed preoperational testing procedures and operation procedures, licensee event reports for similar reactor plants and operating experiences will be reviewed to identify potential problems. Precautionary measures will be factored into procedural steps to preclude or minimize their occurrence. The schedult for this evaluation activity will be coincident with the schedule for preparation. 14.1.6.5 Test Program Schedule. The test prcgram will follow the schedule 2 indicated on Figure 14-1 and will follow the typical NSSS test sequence presented on Figure 14.1-1 (GESSAR). The scheduled time period for develop-ment of detailed test procedures will commence approximately 6 months prior to performing the initial tests which is consistent with the schedule for hiring and training of plant operating and engineering personnel presented on Figure 13.2-1. Staffing and training for the Black Fox - Station is discussed in Chapter 13. Plant operating and emergency proce- ff dures will be developed during the initial testing phase concurrent with the preparation of preoperational test procedures and the performance of preoperational tests. 14.1.6.6 Trial Use of Plant Operating and Emergency Procedures. During the preoperational testing program, the operating and emergency procedures for the plant will be placed in trial use, to the extent practical, to verify their adequacy and appropriateness. The experiences gained during the trial use period will be factored into the final operating and emergency procedures as appropriate. 14.1.6.7 Staff for Conduct of Test Program. As described in Subsection 14.1.1, the preparation of pre-operational and initial startup test procedures will be performed by the BFS operating staff augmented by the PSO Power Generation staff, B&V, GE or other consultants. This augmented staff will 1 work under the direction of the Test Working Group as described in Sub-section 13.4.2. At the peak period it is anticipated that approximately 14.1-3a 14-020279}}