ML19211A858
| ML19211A858 | |
| Person / Time | |
|---|---|
| Site: | Allens Creek File:Houston Lighting and Power Company icon.png |
| Issue date: | 12/31/1979 |
| From: | EBASCO SERVICES, INC. |
| To: | |
| Shared Package | |
| ML19211A855 | List: |
| References | |
| NUDOCS 7912210194 | |
| Download: ML19211A858 (150) | |
Text
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I CONTAINMENT STRUCTURES DESIGN REPORT g
OF THE ALLENS CREEK NUCLEAR GENERATING STATION l
UNIT 1 FOR HOUSTON LIGHTING & POWER COMPANY g
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'E$$$ [IlldL EBASCO SERVICES INCORPORATED TWO RECTOR STREET NEW YORK, N.Y.
REV.2 b f DECEMBER 1979
CONTAINMENT STRUCTURES DESIGN REPORT OF THE ALLENS CREEK NUCLEAR GENERATING STATION UNITS 1 FOR HOUSTON LIGHTING & POWER COMPANY COPYRIGHT c by HOUSTON LIGHTING & POWER COMPANY MAY, 1975 REV 1, MARCH, 1977 REV 2, DECEMBER, 1979 EBASCO SERVICES INCORPORATED TWO RECTOR STREET NEW YORK 1634 136
5 TABLE OF CONTEN' 1.0 GENERAL l s 1.1 Ih7RODUCTION 1-1 1.2 CORRELATION TO PSAR l-2 1.3 RESPONSE TO NRC QUESTIONS 1-3
2.0 DESCRIPTION
OF SUPPRESSION POOL DYNAMIC BEHAVIOR AND AFFECTED STRUCTURES j
2.1 DESCRIPTION
OF SUPPRESSION POOL DYNAMIC BEHAVIOR 2-1 2.1.1 DEFINITION OF LOCA s 2.1.2 SAFETY / RELIEF VALVE ACTUATION
2.2 DESCRIPTION
OF STRUCTURES 2.2.1 CONTAINMENT VESSEL 2.2.2 DRYWELL 2 2.2.3 CONTnINMENT PLATFORMS 2.2.4 CONTAINMEh7 PENETRATION AND P7 PING 2.2.5 SAFETY / RELIEF VALVE PIPING SUPPRESSION POOL BOTTOM LINER 2.2.6 ^ 3.0 LOADS 3.1 GENERAL 3-1 3.2 LOAD DESGRIPTION DURING DESIGN BASIS ACCIDENT 3.2.1 POOL SWELL LOADS 3.2.2 CONDENSATION OSCILLATION LOADS J 3.2.3 CnUGGING LOADS 3.2.4 NEGATIVE LOAD DURING ECCS FLOODING 3.3 LOAD DESCRIPTION DURING INTERMEDIATE BREAK ACCIDENT 3.4 LOAD DESCRIPTION DURING SMALL BREAK ACCIDENT 2 3.5 LOAD DESCRIPTION DURING SAFETY /PILIEF VALVE ACTUATION 3.6 QUENCHER AND QUENCHER SUPPORT LOAD 4.0 LOADING COMBINATICiS 4.1 LOAD SYMBOLS , 4-1 4.1.1 SERVICE LOAD CONDITIONS 4.1.2 FACTORED LOAD CONDITIONS bk l}[ 2 1 Rev 2, 12/20/79
I I TABLE OF CONTENTS (Cont 'd) P 4.2 LOADING COMBINATIONS 4-5 4.3 TOTAL SUPPRESSION POOL DYNAMIC IDADS 2 4.3.1 DESIGN BASIS (LARGE BREAK) ACCIDENT TOTAL LOADS
- 4. 3.2 INTER:!EDIATE BREAK ACCIDEhT TOTAL LOADS 4.3.3 S1ALL BREAR ACCIDENT TOTAL LOADS 4.4 PROPOSED SUPERPOSITION OF DYNAMIC LOADS 4-7 5.0 N ALYSIS PROCEDURES 5.1 MET 110DS OF ANALYSIS 5-1 5.2 MATilEMATICAL MODELS 5-4 5.3 COMPUTER CODES 5-9 APPENDIX SA SPECIAL ANALYSIS OF CONTAINMENT VESSEL SliELL 5A-1 2
APPENDIX 5B DESCRIPTION OF STRESS SUIDIARY FOR STRESS 5B-1 INTENSITY CRITERIA APPENDIX 3C DESCRIPTION OF STRESS SUK1ARY FOR CRITICAL SC-1 BUCKLING CRITERIA 6.0 DESIGN PROCEDURES 6.1 STRUCTURAL ACCEPTANCE CRITERIA 6-1 6.2 APPLICABLE CODES, SIANDARDS AND SPECIFICATIONS 6-8 6.3 !!ATERIALS 6-11 6.4 EBASC0/GE/CB&I INTERFACE 6-12
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7.0 DESIGN PROCEDURES FOR ASSOCIATED SYSTEMS & COMPONENTS 7-1 ATTACllMENT A - DIGITIZATION OF FORCING FUNCTION FOR CONDENSATION OSCILLATION " ATTACHMENT B - MULTIPLE SAFETY / RELIEF VALVE ACTUATION FORCING FUNCTION MET 110DS I 1634 138 I ii Rev 2. 12/20/79 I
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5 LIST OF FIGURES , 1 Figure No. Title 2.1-1 LOCA Event Sequence 7 2.1-2 Nuclear System Safety / Relief 2.2-1 Reactor Containment Building Plan 1 2
; 2.2-2 Reactor Containment Building Sections 2.2-3 Reactor Containment Building Sections 2.2-4 Containment Vessel Structural Features
{ 2.2-5 Reactor Containment Building Piping Penetrations 2.2-6 Deleted i E 2.2-7 De le ted a 2.2-8 Deleted d 2.2-9 RHR Piping Plan 2.2-10 Reactor Core Isc'ation Cooling Piping Plan 2.2-11 High Pressure Core Spray Piping Plan - Sheet 1 8 3 2.2-12 High Pressure Core Spray Piping Plan - Sheet 2 2.2-13 Low Pressure Core Spray Piping Plan - Sheet 1 2.2-14 Low Pressure Core Spray Riying Plan - Sheet 2 1
! 2.2-15 Low Pressure Core Spray Piping Section 2.2-16 Safety Relief Valve Designations l j 2.2-17 Safety Relief Valve Discharge Line 6 Quencher Arrangement 3.1-1 Summary of Postulated Accidents Affecting Mar'< III 2 l .St to c.tureg 3.2-1 Loading Sequence for Beams, Pipes & Protuberances at
- Ground Floor (El.142.50') - Pool Swell Loading 3.2-2 Pressure Drop Due to Flow Across Grating at Ground Floor i
( El . 142. 50 ') J 3.2-3 Pressure Loading on Ground Floor Grating-Pool Swell Loadings i iii Rev 2, 12/20/79 1634 139
' LIST OF FIGURES (Cont 'd)
I Figure No. Title 3.2-4 Loads at HCU Floor Elevation Due to Froth Impingement and Two-Phase Flow 3.2-5 Drag Load on Protuberances Immersed in the Pool 3.2-6 Drag Loads for Various Geometrics (Slug Flow) 3.2-7 Pool Swell Pressures on Containment and Drywell Walls 3.2-8 Base Mat Radial Pressure Distribution During Bubble Formation 3.2-9 Vent Clearing Water Jet Geometry 3.2-10 Deleted 2 3.2-11 Small Structures In Containment Annulus, Summary of Peak Pool Swell Pressure Variation With Elevation Above Pool Surface 3.2-12 Condensation Oscillation Forcing Function on the Drywell Wall 0.D. Adjacent the Top Vent 3.2-13 Condensation Oscillation Load Spatial Distribution on the Drywell Wall, Containment Wall and Basemat 3.2-14 Typical Pressure Time-liistory on the Pool Boundary During Chugging 3.2-15 Peak Pressure Pulse Train in Top Vent During Chugging 3.2-16 Peak Force Pulse Train in Top Vent During Chugging 3.2-17 Average Force Pulse Train in Top Vent During Chugging 3.2-18 Average Pressure Pulse Train in Top Vent During Chugging 2 I 3.2-19 Chugging Loads 3.2-20 Suppression Pool Chugging Normalized Peak Underpressure, Radial Attenuation Factor, F 3.2-21 Circumferential Attenuation Factor, F - Drywell, Basemat and Containment 3.2-22 Suppression Pool Chugging Spike Duration, d I 3.2-23 Radial Plane Attenuation Factor, F , Suppression l Pool Chugging Pressure Spike AmpliMde (normalized) m
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_e M LIST OF FIGURES (Cont'd)
! Figure No. Title 3.2-24 Circumferential Chugging Spike Attenuation Factor, F
-! for Suppression Pool Boundaries - Drywell, Basemat a$5, Containment 3.2-25 Suppression Pool Chugging Normalized Peak Post Chug
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Oscillations Radial Attenuation 3.2-26 Circumferential Attenuation Factor, F , for Post-Chug
. Oscillation 3.2-27 Suppression Pool Chugging Normalizti Mean Underpressure . and Post-Chug Oscillations Attenuatic i 3.2-2E Suppression Pool Chugging Normalized Spike Attenuation 3.2-29 Suppression Pool Chugging Spike Duration "d" as a Function of Location in the Pool 3.2-30 Typical Pressure Time-History for Weir Annulus During 2 4
Chugging t i 3.2-31 Circumferential Attenuation Factor, F for Amplitude of Pre-Chug Underprcssure in Weir AnnUYu,s , 3.2-32 Vertical Attenuation Factor, F ", for Ueir Chuggin; Spike Amplitude s 3.2-33 Circumferential Attenuation Factor, F , for Weir i Chugging Spike Amplitudes J 3.2-34 Underprissure Distribution on the Weir Wall and Drywell I.D. Wall during Chugging 3.2-35 Mean Pressure Pulse Train on the Weir Wall and Drywell
!.D. Wall During Chugging 3.2-36 Normalized Weir Annulus Pressure Pulse Attenuation s 3.2-37 Theoretical Absolute Pressure Transient in Drywell
- Initiated by Vessel Reflood Line Break
_ 3.2-38 Vent Backflow Weir Annulus Water Surge Velocity vs. Height above Weir Wall 3.2-39 Drywell Top Vent Cyclic Temperature Profile and Area of Application during Chugging ~ 3.3-1 Drywell-Loading Chart for IBA 3.3-2 Containment-Loading Chart for IBA 1634 14I
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I LIST OF FIGURES (Cont 'd) Figure No. Title . 3.3-3 Weir Wall-Loading Chart for IBA , 3.3-4 Drywell-Loading Chart for SEA 3.3-5 Containment-Loading Chart for SBA 3.3-6 Weir Wall-Loading Chart for SBA 3.5-1 Pressure Load Distribution on Containment Wall Due to ADS Actuation - 8 Valves 3.5-2 Pressure Load Distribution on Containment Wall Due to SRV Blowdown - 19 Valves 3.5-3 Pressure Load Distribution on Containment Wall Due to ; SRV Blowdown - 1 Valw 3.5-4 Pressure Load Distribution on Containment Wall Due to F AV Blowdown - 2 Valves 3.5-5 Pressure Load Distribution on Drywell Wall Due to ADS Actuation - 8 Valves 3.5-6 Pressu e Load Distribution on Drywell Wall Due to SRV j Blowdos a - 19 Valves E 3.5-7 Pressure Load Distribution on Drywell Wall Due to SRV Blowdown - 1 Valve 3.5-8 Pressure Load Distribution on Drywell Wall Due to SRV Blowdown - 2 Valves 3.5-9 Pressure Load Distribution on Suppression Pool Liner Due to ADS Actuation - 8 Valves 3.5-10 Pressure Load Distribution on Suppression Pool Liner Due to SRV Blowdown - 19 Valves 3.5-11 Pressure Load Distribution on Suppression Pool Liner Due to SRV Blowdown - 1 Valve 3.5-12 Pressure Load Distribution on Suppression Pool Liner Due To SRV Blowdown - 2 Valves 3.5-13 Oscillating Pressure Time Ilistory For SRV Pressure Loads l On All Suppression Pool Structures " 3.6-1 Quencher Arm Loads 1634 142 I 3.6-2 Quencher Base Reaction Loads vi Rev 2, 12/20/79 E
LIST OF FIGURES (Cont'd) Figure No. Title 4.2-1 General Loading Combinations 4.2-2 Containment Vessel Loading Combinations 4.2-3 Drywell (Concrete) Loading Combinations 4.2-4 Pool Area Platforms & Miscellaneous Steel Loading 2 Combinations 4.2-5 Lower Drywell & bottom Liner Loading Combinations 4.2-6 Reactor Building hat Loading Combinations 4.3-1 Mark III: Dynamics Loads Associated with a LOCA on Weir Wall 4.3-2 Mark III: Dynamics Load Associated with a LOCA on Structures at the Ground Floor (F;. 142.50') 4.3-3 Mark III: Dynamics Load Associated with a LOCA on Structures at the HCU Floor (El. 158.75') 4.3-4 Mark III: Dynamics Load Associated with a LOCA on Suppression Pool Liner and Base Hat 4.3-5 Short Term Drywell and Containment Pressure Response to a 1 Steam Line Break (DBA) 4.3-6 Mark III: Dynamic Loads Associated with a LOCA on Drywell 4.3-7 Mark III: Dynamic Loads on Drywell Due to Short Term Design Basis LOCA (Pool Swell Loadings) 4.3-8 Mark III: Lynamic Loads Associated with a LOCA on Containment Wall 4.3-9 Mark III: Dynamic Load In Containment Vessel Due to Short Term Design Basis LOCA (Fool Swell) l2 5.2-1 Overall Drywell Finite Element Model 2 5.2-2 Deleted
'5.2-3 Vent Region Large Finite Element Model 5.2-4 Vent Panel Detailed Finite Element Model 5.2-5 Typical Liner Plate Structural System }h* i vii Rev 2, 12/20/79
I LIST OF FICURES (Cont'd) Figure No. Title , 5.2-6 Comparison of Simplified and Rigorous Analysis Displacement Time Histories For An Example Plate 5.2-7 Simplified Equivalent One Degree of Freedom Foiel y 5.2-8 Finite Element Model of The Liner Plate 6.1-1 Stress Limits For Containment Vessel 6.1-2 Buckling Criteria For Containment Vessel I I I I I I I I 1634 144 I viii Rev 2, 12/20/79 I
I I 1.0 GENERAL
1.1 INTRODUCTION
This Containment Structures Design Report is submitted in satisf action of l1 the r quests from th e Nuclear Regulatory Commission for additional informa-I tion which were containd in the following documents: a) Letter, W. R. Butler to G. W. Opr ea, Jr. , 4/2/75 b) Lett er, NRC to G. W. Opr ea, Jr. , 4/23/75 c) Lett er, W.R. Butler to G.W. Opr ea. Jr. , 8/1/75 1 Th e purpos e of this report is to respond to the NRC's rquests by providing a comprehensive and organiz ed treatment of the structural design methods I which will be applied to Containment Structur es. This issue of the report is a revision which has been prepared to reflect 2 the current design as of the date of the revision. The information pr es ent ed in this report is, in large measur e, taken from the Allens Creek Nuclear Generating Station - Preliminary Saf ety Analysis I Report Docket No. 50-466. present d in S ection 1.2. A correlation between these two documents is I S ection 1.3 of the report provides a list of the NRC questions which were received by HL&P and directs the reader to the document where responses can be found. A description of the containment structur e and a discussion of the Suppr es-sion Pool dynamic and Saf ety/ Relief Valve blowdown phenomena are present ed in Chapter 2. Chapt er 3 discusses the loads which will be applied and I Chapter 4 discusses load combinations which will serve as the design basis for the Containment Structur es. Analysis procedur es and design procedur es are providd in Chapter 5 and 6, respectively and chapter 7 discusses design proedur es for associate syst en and components. 1 The source of load information is Amendment 43 of Appendix 3B of GESSAR, Interim Containment Load Report (ICLR), Revisions 1 & 2 (CE Documents I 2 22A4365 and 22A4365AB), and Mark III Interim Asymmetric Chugging Loads (GE Document NEDE-23981). I I l 1634 145 1- 1 Rev 2, 12/20/79 I-
I 1.2 CORRELATION TO PSAR I The information presented in this report is, in large measure , taken from the Allens Creek Nuclear Generating Station - Preliminary Safety Analysis Report. The following table provides a general guide to the PSAR where much of the information which is presented in this report can be found: Containment Design PSAR Section Report Section 2.1 E9.49, E9.50, E9.51, F9.76, F9.77, 5.2 2.2 1.2, 3.8, 6.2, F9.84 1 5.2.2 3.1 - 3.2 E9.49, F9.76 I 3.5 E9.50, E9.51, F9.77 1 4.1 3.8.2.3, 3.8.3.3, 3.8.5.3, E3.15 4.2 3.8.2.3, 3.8.3.3, 3.8.5.3, E3.15, K130. 24 l2 4.3 E9.49 6.2, M.110.6 l2 4.4 - 5.1 3.8.2.4, 3.8.3.4, 3.8.5.4 5.2 - 5.3 3.8 6.1 3.8.2.5, 3.8.3.5, 3.8.5.5 6.2 3.8.2.2, 3.8.3.2, 3.8.5.2 6.3 6.2.1.6 7.0 - I 1-2 Rev 2, 12/20/79 I 1634 146 I
I I 1.3 RESPONSE TO NRC OUESTIONS I 1.3.1 NRC QUESTIONS CONTAINED IN LETTER, W.R. BUTLER TO G.W. OPREA, JR, 4/2/75 I 1.Q Provide large siz e plan and section drawings of the containment which illustrate the structures, equipm ent, and piping in and above the suppr ession pool. All quipment and structural surf aces which could be subjected to suppression pool hydrodynamic loading should be specifically identified and described on these drawings. 1.A S ection 2.2 of this rgort. I 2.Q Provide a graphic chronology of all pot ential pool dynamic loads which identifies the source of the load (i.e. , pool swell froth I imping em ent) , the time interval over which the load is active, and the structures which are aff ected. (Ref erenc e GESSAR Response 3.82) 2.A Section 4.3 of this r gort. 3.Q For each structur e or group of structur es provid e the anticipated load as a function of time due to each of the pool dynamic loads which could be imparted to the structure. 3.A S ection 3.0 of this rgort contains the pool dynamic loads used in 2 the containment structures design. The bases for these loads is I given in Amendment 43 of GESSAR and the ICLR. 4.Q For each structur e or group of structur es provid e the total load I as a function of time due to the sum of anticipat ed pool dynamic loads. 4.A I S ection 4.3 of this r gort. 5.Q Describe the manner in which the pool dynamic load charact eristic I shown in (4) above is int egrated into the structural design of each structur e. Specify the relative magnitude of the pool dynamic load compared to other design basis loads for the structure. 5.A Section 5.0 and 6.0 of this report discusses structural design proc edures for each structure. In terms of the relative impact of 2 various loads on the design of the structures; pr eliminary analys es I indiente that the pool dynamic loads (pool swell, SRV, discharge, etc.), compared to other loads, control many aspects of the con-tainment vessel design and some of the details of the bottom liner and the. lower drywell designs. 1634 147 1-3 Rev 2, 12/20/79' I
I 6.Q Describe the manner by which potential asymmetric loads were con-sidered in the . containment design. Characterize the type and magnitude of possible asymmetric loads and the capabilities of the g affected structures to withstand such a loading profile. Include consideration of seismically induced pool motion which could lead 5 to locally deeper submergences for certain horizontal vent stacks. 2 6.A This question is responded to in Amendment 43 of GESSAR and the ICLR. 7.Q Provide justification for each of the load histories given in (3) above by the use of appropriate experimental data and/or analyses. References to test data should indicate the specific test runs and data points and the manner by which they were converted to loads. 7.A This question is responded to in Amendment 43 of GESSAP and the ICLR. l2 8.Q For those structures subject to pool dynamic loads provide your anticipated schedule for completion of the structural design, procurement of materials and actual construction. 8.A This inf ormation is to be provided at a later date. l1 9.Q Discuss your specific plans to be responsiv o the concerns of ACRS As noted in their letter on the Perry Plant , the Committee believes that a more basic understanding of certain phenomena such as oscillations, vent interaction, pool swell, and dynamic and asymmetric loads on suppression pool and other containment structures is required. "The Committee emphasizes the importance of directing the test and analytical programs toward providing not only empirical design correlations but also toward more detailed g 3 evaluations of the relevant two phase phenomena in order to enable the better application of a specific set of scaled tests to a g range of actual reactor conditions.' If ref erence is to be made to GE analytical methods development, a finalized breakdown of g areas of investigation perf ormed by GE and a time schedule as to their availability is requested. We require that those areas for which analytical results are available, but not yet submitted to 2 I a the staff, be documented for our review as soon as possible. 9.A See the Interim Containment Loads Report (ICLR). 2 I I (*) Letter, W.R. Stratton, ACRS, to D.L. Ray, AEC dated December 12, 6074. I 1-4 I 1634 148 I
e - 1 e 1.3.2 NRC QUESTIONS CONTAINED IN LETTER, NRC TO G.W. OPERA, JR. 4/23/75 l.Q Specify the number of saf ety reli ef valves, their design flow rat e, and discharge line size. Provide a listing of operating conditions 7 under which these valves would be operated either manually or auto-matically. Describe, with the aid of drawings, the routing of the discharge lire to, and orientation in, the suppression pool, and the d esign of L.,* !.ischarge line exit. l1 1.A S ection 2.1.2 and 2.2.5 of this r eport. 2.Q Provid e the load specificaticn for the suppression chamber structure l to accommodate actuation of one or more saf ety relief valves. 2.A i1 Section 3.5 of this r eport contains the saf ety/r eli ed valves loads I s us ed in the d esign of the containment s t ructur es. The bases for j these loads are given in Amendment 43 of GESSAR and the ICLR. l2 3.Q Provide the design load capability for the suppression chamber _l structure. 3.A The containment structures will be designed for the loads given in g2
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S ections 3.5 and 4.1 using the load factors given in Figure 4.2-1 l through 4.2-6. 4.Q Provide justification for the load specification given in (2) above i by the use of appropriate experimental data and analysis. If the J General Electric (GE) Company is responsible for specifying these loads, a stat ement to that ef f ect is suf fici ent. I 2
; 4.A This question is responded to in Amendment 43 of GESSAR and the ICLR.
j 5.Q Identify, with the aid of drawings, any components or structures
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in the suppression pool r egion, other than the bounding walls of
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the suppression chamber, and the location of such components relative to the relief valve discharge line exits. Discuss the i structural capability of these components to accommodate loads due to relief valve actuation. l 5.A Section 2.2 of this report identifies the piping aff ect ed by 2 d saf ety/ relief valve blowdown. The d esign of this piping is dis-cuss ed in S ection 7.0. a l J 1634 149 l- 5 Rev 2, 12/20/79
I 6.Q Estimate the maximum number of single and multiple relief valve openings over the life of your plant. 6.A This question is responded to in Amendment 43 of GESSAR and the 2 ICLR. 7.Q Identify the maximum temperature limits of the suppression pool with the reactor at power. This temperature limit should include provisions for the testing requirements of relief valves. 7.A Proposed technical specification changes covering maximum tempera-ture limits and surveillance requirements have been provided to the NRC (letter, I.F. Stuart to E.G. Case " Suppression Pool Tempera-ture Limits", December 20, 1974). As indicated, a 160 F limit is recommended. The final value will be established in the FSAR tech. specs. 8.Q Specify the operator actions that are planned when specified temperature limits are exceeded. 8.A The information referenced in (7) contains this action. 9.Q Present the temperature transient of the suppression pool starting from the specified limits in (1) for the following transients: (a) main steam line isolation; (b) semi-automatic blowdown; and, (c) stuck open relief valve. For purposes of this analysis, the minimum water level should be assumed in the suppression pool. 9.A GESSAR Amendment No. 43 and the ICLR contain the results of these analyses for the GE Std. Plant. Plant unique analysis can be l2 perf ormed for the FSAR if the NRC atill feels that this would be necessary. 10.Q The temperature instrumentation that will be installed in the pool and the sampling or averaging technique that will be applied to E arrive to a definitive pool temperature. 3 10.A The suppression pool temperature instrumentation shall consist of a temperature transducer, temperature monitoring / switching unit, a re-corder, and annunciator. The system monitors local temperatures and not the average. Temperatures can be manually averaged from the re-corder output. Monitoring locations (typically 16 required) shall be within 30 f t of each safety relief valve discharge location. For an alarm / scram system, four (4) sensors shall be provided at each monitoring loca-tion, two (2) of which will be for the alarm function. 1- 6 Rev 2, 12/20/79 1634 t50 I
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; 1.3.3 NRC Questions Contained in Letter oF W.R. Butler t0 G.W. Opr ea ,
Jr., 8/1/75 1.Q Figur e 3.2-1 of the Containment Structur es Design Report identifies a 19 psid drag load at the ground floor level, while Figur e 3.2-2 shows a 9 psid drag load. Clarify the distinction between these two loads: i 1.A Figur e 3.2-1 of the Containment Structur es Design Report 1 pr es ents the impact, drag and f allback loads which are used for the design of beams and other horizontal struc-tural members at the ground floor l evel (El.142.50 ') . 1 Figur e 3.2-3 of this r eport pr esents the drag and f allback
! loads used for the design of horizontal gratings. The e drag loads on gratings are obtained from the Figure 3.2-2 and are a function of grating void area.
1 l In analyzing the ground floor for these dynamic loads, the drag loads on gratings are conservatively assumed to be acting on the grating for approximately 500 ms (as if I the gratings were locat ed at the pool surf ac e). l2 Amendment 43 of GESSAR Appendix 3B and the ICLR indicat e that pool swell impact loads on small structures are not 9
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__ dependent upon the shape of the structur e, however, the 1 drag forc es are d ependent upon the shape of the small
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s t ruc t ur e. The Figures 3.2-1 and 3.2-6 c.re revised ac-cordingly.
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1- 7 Rev 2, 12/20/79
I 2.Q In a number of instances, your submittal of May 23, 1975, pro vide s generalized methodologies and guidelines for specifying pool dynamic loads (e .g. , p. 3-2 and Figures 3.2-5 and 3.2-6) . The extent to which these are applicable to the Allens Creek containment design should be clarified by supplementing the general information with a description of the particular structures which are affected, their E pertinent design parameters, and the resulting pool dynamic loads. 3 2.A Each of the protuberances' undersides are sloped at 45 to reduce pool swell impact loads by presenting a smooth inclined surface to the flowing water during the pool swell. Additional information is 2 presented in revised Section 3.2.1.3.1. 3.Q Section 3.2.5 of the Containment Structures Design Report indicated that a uniform 10 psid load is applied to the suppression pool bottom liner as a result of pool swell loads. The bottom liner load should be 22 psid at the drywell wall, radially ramping to 10 psid at a point midway between the drywell wall and the containment wall, and a constant 10 psid thereafter.
- 3. A The information formerly contained in Section 3.2.5 is now in Section 2
3.2.1.5, and it accurately reflects the load definition provided in the w question. I 4.Q ltem #9 of our April 2,1975 letter requested that you-describe your program for responding to the concerns of the ACRS as outlined in the question. Your response indicated that no specific investi-gatica of pressure oscillations due to either high steam mass flux condensation or vent chugging was planned. The NRC believes that g the de velopment of analytical models to evaluate this phenomenon 3 is required to meet the concern of the ACRS. 4.A Our response to Item #9 of the April 2,1975 letter is no longer valid. I Investigations of pressure oscillations have been performed. Results of 2 g these investigations are reported in the Interim Containment Loads 5 Report (ICLR). E 5.Q Provide a list of piping and mechanical components which could be subjected to suppression pool hydrodynamic loadings or loadings from operation of the primary system pressure relief valves, including detailed drawings and functional description of such piping and com-ponents. g 1-8 Rev 2, 12/20/79 5 1634iSg
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_- _ Y- .. . %_~. ._ Y0 ._- 1 2 5.A Figure 2.2-5 (8 sheets) has been revised to more clearly list and show the location of piping and mechanical components which could be subjected
,B l to pool swell hydrodynamic loadings and loadings from operation of the primary system pressure relief valves. Section 2.2 also provides de-s tailed drawings of the larger lines.
l . 6.Q Provide a description of methods and procedures used to define the N lB pool dynamic loads and relief valw actuation loads acting on the listed piping and components.
- 6. A A description of the methods and procedures used to define dynamic -
loads and relief valve actuation loads acting on the piping and components listed in respons. to item #5 above is provided in 1
-I Amendment 43 of GESSAR Appendix 3B, Sections 10.1 and 10.2 (LOCA blow- 2 down pool swell), Appendix A (relief valve actuation loads) and the . ICLR.
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" l 7.Q Provide a description of methods and procedures, either by analysis or by testing, being used to ensure design adequacy of the listed piping and components under pool dynamic loads or relief valve -
actuation loads.
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- 7. A The listed piping and components will be analyzed for pool dynamic loads and relief valve actuation loads using standard static and/or q dynamic analytical pipe stress techiques. The computer programs to ,
be used are PIPESTRESS 2010 (for static analysis) and PLAST 2267 (for dynamic analysis). Both of these programs ha ve been pre viously l2 ., described in the PSAR Appendix D-QS.6, Appendix E - Ql-1.16, and ; Appendix F - Q2-1.32. ' 8.Q Provide a description of how the pool dynamic loads or valve actuation loads are being concurrently considered and combined - with other operation or accident loads acting on the listed piping . and components.
" ul 8.A Section 7.0 has been revised to more clearly illustrate the 1 manner in which the pool dynamic loads or valw actuation loads are being concurrently considered and combined with operation or accident loads acting on the listed piping and components.
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4 L 1634 153 i
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l'9 Rev 2, 12/20/79 te- ,
,z , , ,
I 9.Q Identify design limits used for_ the listed piping and components under pool dynamic or relief valve actuation loads. If analysis or testing has been done, a summary of analysis or testing results and their g comparison with design limits should be provided. If analysis or testing has not yet been done,. a description of the future program to 5 perform such testing or anal /sis should be provided. 9.A ACNGS-PSAR Section 3.9 and the response to item #8 of the 8/1/75 NRC g letter to IIL&P provides design limits for the listed piping and com- g ponents under pool dynamic or relief valve actuation loads. All piping and components which will be af fected by pool dynamic l loads and relief valw actuation loads are analyzed by the methods , described in item No. 7. The FSAR will contain the results of these analyses. 10.Q It was indicated in the Containment St uctures Design Report that the bottom liner plate will be welded to an embedded grid in the foundation mat. In light of the significant negative pressures upon this liner, describe the procedures for design and analysis including the mathema-tical model to represent the liner and its anchorage sy s tem, and als g E details of the grid system and its embedments. Describe considerations l 2 given to precracking of the concrete, high temperatures, and seismic loads and their effects on the capability of the liner anchorage. 10.A Refer to new Section 2.2.6, Suppression Pool Bottom Liner, and revised 1 Section 5.2.2 Suppression Fool Bottom Liner and Floors Above Pool. I I I I I I 1634 154 l-10 Rev 2, 12/20/79 I I
9 3 ll.Q State whether each equipment hatch and personnel lock protuber-ance will be subjected to bulk pool swell, and whether it i will be provided with a sloping bottom surface to reduce the _, impact of bulk swell. q ll A Refer to new Section 2.2.3.1, Structures Immersed in Pool Water. lI = 12.Q The load combinations to be used in the design of the steel con-tainment as shown in Figure 4.2-2 of the containment structures j design report are different from those given in the PSAR. The 3 load combinations in the PSAR should be revised to be consistent. An explanation should be given for not including R , R and 7 R as defined on page 4-3) in any of the load com81naElons. 8! Sinc (e the categorizations of the loading conditions in Figure 4.2-4 and in Figure 6.1-1 are different, exact identification of __ the relation between the stress criteria and load combinations j should be provided. 2 12.A 1) The ACNGS-PSAR has been modified to be consistent with the l 7 information contained in the Containment Structures Design Report.
- 2) As shown in Figure 2.2-5, Containment penetration types I
- through IV are connected to the containment by expansion bellows . The bellows are designed so as to be incapable of transmitting loads to the containment ve s sel. Type V pene-trations are used for ECCS pump suction and IIVAC lines. The j IIVAC lines pipe reaction loads are considered to be negligi-ble. The ECCS pump suction lines can impart loads to the
, containment during either a LOCA, an External Pressure Trcn-sient (Inad vertent Containment Spray Operation) or SRV blow-down. Ra, Rps, Re and Rbd will therefore, be considered in the Containment design. Figure 4.2-2 has been re vised to
} include Ra, Rps, Re, and Rbd.
Figure 6.1-1 has been re vised to show the correlation be-
- tween load combination and stress criteria categories. ~"
13.Q In Figures 4.2-3 to 4.2-6, the thermal ef fects in the load com-i binations for construction are not listed. An explanation should be given for this omission. 13.A Construction load combinations should include thermal ef fects. j Figures eration. 4.2-3 to 4.2-6 have been modified to include this consid- l1 _, 14.Q In Figures 4.2-4 and 4.2-5 cnd under the normal, normal se vere and normal / extreme loading e.ombinations, the listing of T bd' __ P hd and R bd is different from that in other figures. Speci-fIcally in all other figures, T b and R b are listed
=
concurrently, but inFigures4.bd'4ank4.2-5fheyarenot so
\ ~
1-11 Rev 2, 12/20/79
=
T
I listed. An explanation should be given, or necessary corrections made. 14.A Figures 4.2-4 and 4.2-5 ha ve been modified to be consistent with the other load combination figures of Section 4.2 in this regard. 15.Q T and R are the thermal effects, pressure effects b ann, P bd pipe reactIdons, respectively, due to safety / relief valve l W blowdown for actuation of one, eight, or nineteen relief valves. Indicate if the simultaneous actuation of several adDeent val ves could cause more se vere loadings. 1 15.A Refer to revised Section 3.3. I 16.Q For the loads on the lower floor, described in Section 3.2.1 of the report, state whether the drag loads on the grating are applied simultaneously with the impact loads on the beams. 16.A Figure 4.3-7 illustrates the time history of the applied drag ! loads. The drag loads on the grating are applied 37 ms af ter the impact load on the beam as explained in Section 3.2.1. The 37 ms time lapse between original water impact on beam lower flanges and the water drag on grating is conservatively computed by assuming that the depth of the beam is at least 18" and is travelled by the water in bulk mode with a speed of 40 fps. l1 17 .Q In load combinations involving abnormal and abnormal severe enviornmental loads, the accident , is increased by pressure P,The load combina-a load factor of 1.5 and 1.25 respectively. tions for the upper drywell and the reactor building mat shown in Figures 4.2-3 and 4.2-6 specify load factors of 1.0 for pressures due to safety / relief valve blowdown. P P . Justify the use and magnitude of he, andlowerpool loadswell, factors fErs these loads, i.e., P and P
- bd ps 17 . A For pool swell loads, P , load factors of 1.25 and 1.5 are shown in Figures 4.2-3 Snd 4.2-6, respectively, under factored load combinations.
In the same figures, load factors of 1.25 and 1.0, respectively, are specified for P g . These factors are based on the unique E characteristics of SNV loads which can be described as follows: g a) duration of the load; P bd acts for a short period of time while P, acts for a long period of time. 1 b) extent of application of load on structure; P bd acts only locally while P acts upon the gross structure. These characteristics of P loads are similar to those loads due to jet impingement, whkNh while applied locally, are carried 2 through the structure and absorbed by stif fer members of the gross structure. Since the P bd 1 ads are not volume type (con-1-12 Rev 2, 12/20/79 I 1634 156 I
I I tained) loads, they do not enter the equations for overall struc-tural equilibrium (membrane stress type), rather, they are con-
~
sidered in the equations which deal with local equilibrium (mem-I brane' plus bending stress type). In the case where these local loads (Pbd) produce a local over- l1 I stressed condition, structural material will begin to pick up part of the applied load through small plastic deformations. Since P are of such short duration, any plastic deformation which mkht occur would be limited in the extent of its propaga-I tion. For these reasons, load factors of 1.25 and 1.0 instead of 1.25 and 1.5 have been used for the safety relief valve shutdown in the factored load condition. 18.Q The increase in the hydrostatic pressure in the suppression pool due to pool swell, F , is not included in the load combinations for the reactor buil81ng mat shown in Figure 4.2-6. Justify the I omission of this load. l1 18 . A Please note that the symbol F#should ha ve been F . Fd and i F were inadvertently omitted from Table 4.2-6. Noolswell does increase the hydrostatic pressure which loads the reactor building mat. Table 4.2-6 has been revised accordingly. g 1 I 19.Q Bar charts in Chapter 4 indicate the independent action of various loads implying that only those loads represented by con-current bars will be considered to act simultaneously. Depending I on the dynamic properties of the structures and the rise time and duration of the loads, a structure may respond to two or more given loads at the same time even though these loads occur at I di f f erent times. Describe your method for accounting this effect. The applicatn will account for the fact that a structure may con-I 19 . A tinue to respond to a dynamically applied load beyond the time that the load terminates. This is described in Section 4.4. Where appropriate, time history modal analysis with SRSS combina-I tion of responses or time history direct integration methods will be employed to analyze the containment structures for the complex loadings wnich are applied to them in order to determine maximum responses. 20.Q In Section 6.16 of the report, a value of 0.75 f' was stated as the permissible bearing stress for the factored load combina-tions. ACI 359-74, CC-3421.9 specifieds 0.6f' . Justify this difference. The report has been ad justed to specify 0.6f' as the permissi-I 20.A ble concrete bearing stress for factored load combinations. l1 21.Q In those load combinations involving thermal ef fects, primary I stresses are added to thermal stresses resulting in combined stresses which could be higher or lower than the primary stres-ses. Due to creep and cracking in reinforced concrete, these I 1-13 Rev 2, 12/20/79 I 1634 157
I thermal stresses tend to self relieve. For combined stresses higher than the primary stresses, codes allow higher permissible stresses, acknowledging the self relieving characteristics of thermal stresses. However, when combined stresses are less than primary stresse s, the procedure to account for the self relief varies within the industry. Detail your procedure to account for the self relieving characteristics of thermal stresses when 3 combined stresses are less than primary stresses. g 21.A The procedure is presented in revised Section 6.1.6. l1 I I I E I I I I E I I E E l-14 Rev 1, 7/8/77 1634 158
2.0 DESCRIPTION
OF SUPPRESSION POOL DYNAMIC BEHAVIOR AND AFFECTED STRUCTURES 2.1 DESCRlPTION OF SUPPRESSION POOL DYNAMIC BEHAVIOR 2.1.1 DEFINITION OF LOCA
- c. Loss-of-Coolant accident (LOCA) is the sudden break of a high energy pipe in the reactor coolant pressure boundary of the nuclear st eam supply sy s t em. The largest postulat(d break could be either the break of a main steam or a r ecirculation line. This Loss-of-Coolant Accident (LOCA) is the Design Basis Accid ent (DBA). Other small line breaks r esult in Loss of-Coolant accidents, and although their energy release does not r esult in large dynamic loadings, th eir th ermal ef f ects may control the design of structur es.
The intermediate break accident (IBA) and small break accid ent (SBA) f all into this cat egory. The siz e of the SBA is defined as that which 2 will not cause automatic depressurization of the reactor. Th e SBA is of concern b ecause it impos es the most s evere t emperatur e condition insid e the d ryw ell . 2.1.1.1 Design Basis Accid ent (DBA) The Figur e 2.1-1 shows the ev ents occurring during a DBA and the pot ential loading conditions associat ed with these events. An instantaneous ruptur e of a st eam or r ecirculation line will cause a r elease of steam within th e Drywell. This st eam pressure will build until the wat er beoseen the weir wall and drywell wall (vent annulus) is depressed past the level of the first row of v ent s. This will permit flow of st eam, wa t er and air to enter the Suppr ession Pool. Th e wa t er in th e vent annulu s will continue to move downward, clearing the second and third rows of vents. During and immediat ely following the clearing of the horizontal vents, a mixture of drywell air and blowdown st eam leaves the drywell and enters the suppr ession pool. The st eam condenses in the pool wat er but the non con-d ensible air forms a large expanding bubble. The expanding air bubble r e-sults in a significant upward displacement of th e pool l ev el. This is called Pool Swell. When the natural buoyancy of the bubble causes it to rise and r educ es the wat er ligament thickness to approximat ely two f eet, the ligament 2 breaks up and is expelled upward in the form of " froth", a two phase mixture of air and water. The whole pool swell process is transitory and the pool will subside to essentially its initial level once most of the drywell air l1 has b een purg ed. The froth mixture is expelled upward in the containment annulus until it r eaches th e HCU floor (+22 f t above the surface of the suppr ession pool HWL). At this elevation the total open area available for upward froth mixture flow is at least 25 perc ent of the total annulus a r ea. This represents a surface of flow restriction for the two phase mixture and reduc es the rat e at which air vents from the volume beneath the HCU floor. The air injection through the drywell vent syst em caus es transi ent pressurization of the annulus space. Both the structures fo rming the containment annulus restriction and the containment s ections up to the HCU floor will experience this pressure. Prior to the froth imping em ent , pool level swell acting like a piston, pressuriz es the air be-tween the wat er level and HCU floor. 2 2-1 Rev 2, 12/20/79 1634 159
I As drywell air flow through the horizontal vent syste decreases and the air / wat er suppression pool mixture experiences gravity-induc ed phase s eparation, pool upward movement stops and the "f allback" proc ess starts. During this proc es s, floors and other flat st ructur es experience downward loading and the containment wall theoretically can be subject ed to a small pr essur e in- l cr ea s e. However, this pressure increase has not been observd experiment- ' E ally. l 3 I The pool swell transient associated with drywell air venting to the pool ; typically lasts 3 to 5 seconds. Following this, there is a long period of j high steam flow rate through the vent sys t en; data indicat es that this steam I will be entirely condensed in the ;gion of the vent exits. For the l DBA r eactor blewdown, steam condensation lasts for a period of approximat ely 30 seconds. Potential structural loadings during the steam condensation phase of the accident have been obs erved and are included in the loadings considerd for containment d esign. As the reactor blowdown proceeds the primary systs is depleted of high energy fluid inventory and the steam flow rate to the vent syst e d ecr eas es. This rdue d steam flow rat e leads to a r eduction in the drywell/ containment pressure diff erential which in turn results in a sequential recrvering of the horizontal vents. Suppression pool recovering of a particular vent row oc-curs when the vent stagnation diff erential pressure corresponds to the sup-pr ession pool hydrostatic pr essur e at the row of vents. 2 Toward the end of the reactor blowdown, the top row of vents is capable of condensing the redued blowdown flow and the two lower rows will be totally r ecov er d . As the blowdown steam flow decreases to very low values, the water in the top row of vents starts to oscillate back and forth causing what has become known as vent " chug ging . " This action results in dynamic loads on the top vents and on the weir wall opposite the upper row of vents. In addition, an oscillatory pr essur e loading condition occurs on the dry-well and containment. (the chugging threshold Since this appears tophenomenon is steam be in the range mass flux of 10 lb/sec/f t dep)endent it is pr es ent for all break siz es. For smaller breaks, it is the only mode of condensation that the vent systen will experience. Shortly af t er a DBA, the Emergency Core Cooling System (ECCS) pumps auto-matically start up and deliver condensate water and/or suppression pool wat er into the reactor pr essur e vessel. This water floods the reactor core and then cascades into the drywell from the break; the time at which this occurs depends upon break siz e and location. Because the drywell is full of st eam at the time of vessel flooding, the sudden introduction of cool water causes rapid steam condensation and drywell depressurization. Wh en the drywell pressure f alls below the containmmt pr es sur e, the drywell I 3 vacuum r elief syst en is automatically activated and air from the contain-ment ent ers the drywell. Eventually sufficient air returns to equalize the drywell and containment pr essur es; however, during this drywell depr essuri-zation transi ent, there is a period of negative pressure on the drywell s tructur e; a conservative ng;ative load condition is therefore specified for drywell design. 2-2 Rev 2, 12/20/79 I
)hbh k
I I Following vessel flooding and drywell/ containment pr essur e qualization, suppression pool water is continuously recirculat ed through the core by I the ECCS pumps which, taking suction from the suppression pool, create a loop as water cascar.es from the break over the weir wall and through the vents back into the suppr ession pool. The energy associated with the core I d ecay heat results in a slow heat up of the suppression pool. To control suppr ession pool t mperatur e, operators will manually activate the RHR h eat exchangers at 30 minut es post-LOCA. Aft 5 s everal hours, the heat exchangers control and limit the suppr ession pool t sperature inereas e. I The suppression pool is conservatively calculat ed to reach a peak t em-peratur e of 172 F. The increase in air and water vapor pressure at th es e t mperatures results in a pressure loading of the containment. The post DBA containment heatup and pr essurization transient is t erminat ed wh en th e RRR h eat exchangers reduce the pool tmperature and containment pr essur e to noininal values. 2.1.1.2 Int ermediat e Break Accident (IBA) I An intermediate siz e break is defined as a break that is less than the DBA but is of sufficient magnitude to automatically depressurize the primary syste due to loss of fluid and/or automatic initiation of the ECCS systms. 2 o I In practic e, this means liguid breaks greater than 0.05 f t and st eam br eaks gr eat er than 0.4 ft as det ermind by analysis. In general, the magnitude of dynamic loading conditions associat ed with a I loss of coolant accid ent d ecr ea s es with d ecr ea sing br eak s iz e. How ev er , the int ermediat e break is examined becaus e the Automatic Depr essurization Syst m ( ADS) may be involved. Simultaneous actuation of the multiple saf ety/ relief I valves committed to this syst s introduc es certain containment syst m loads, as discuss ed in S ection 2.1.2. 2.1.1.3 Small Break Accid ent (SBA) Small breaks are defined as breaks not large enough to automatically depr es-surize the reactor. Accid ent termination is dependent upon operator actian I and the duration of the accident is det ermined by operator r esponse. The dynamic loads produced by this class of accident are small. How ev er , there are certain conditions associated with smaller reactor systera breaks I that must be considered during the design procesc. Sp ecifically, the dry-well and weir wall must be designed for the thermal conditions that can be generat ed by a small st eam break (SBA). For a definition of the design conditions, the following sequence of events is postulated. With the reactor and containment operating at maximum normal conditions, a small break occurs allowing blowdown of reactor steam to the drywell which I r esults in an increase in drywell pr essur e. Drywell pr essur e continues to incr eas e at a rat e d ep end ent on the size of the assumed steam leak. This pr essur e increase to 3 psig depresses the water level in the weir annulus until the level reaches the top of the upper row of vents. At this time, I air and steam ent er the suppr ession pool. St eam is condensed and the air passes to the containment free space. The latter results in gradual pres-surization of the containment at a rat e dep endent upon the. air carryov er. I Ev entually , entrainment of the drywell air in the steam flow through the 2-3 Rev 2, 12/20/79 1634 161
I vents results in all the drywell air being carried over to the containment. At this time, containment pressurization ceases. The drywell is now full of st eam and has a positive pr essur e dif f erential sufficient to keep the weir annulus water level depressd to the top vents and chugging can occur. Continued r eactor blowdown steam is condensed in the suppr ession pool. The themodynamic process associated with blowdown of primary systen fluid is one of constant enthalpy. If the primary syst s break is below the RPV wat er 1evel, blowdown flow consists of reactor wat er. Upon depr essurizing from reactor pressure to drywell pressure, approximately one-third of this wa t er flashes to steam, two-thirds resin as liquid, and both phases will be in a saturat d condition at drywell pressure. Thus, if the drywell is at atmosphegic pr essur e, the st eam-and-liquid blowdown will have a t mpera- E ture of 212 F. g If the primary systen ruptur e is located so that the blowdown flow consists of r eactor st eam, the resultant steam t mperature in the drywell is signifi-cantly high er than the saturated t mperatur e associat ed with liquid blowdown. This is because a constant enthalpy decompression of high pressure saturat ed s t eam r esult s in a superh eat condition. For example, decomgr ession of 1,000 g psia satugated steam to atmospheric pressure results in 298 F superheat ed 2 E st eam (86 F of superh eat) . Reactor operators are alerted to the SEA incident by the leak detection syst s, or high drywell pressure signal, and reactor scram. For the purpose of evaluating the duration of the superheat condition in the drywell, it is assum e that operator response to the small break is to shut the reactor down in an orderly manner using selected relief valves and with the RHR heat exchangers controlling the suppression pool t mperature. (This assumes the main condenser is not available, that the RHR st eam condensing mode is not used, and the operators must use the suppression pool for an energy sink. In all probability, the condens er would be available and the suppr ession pool would not be involved in the shutdown). Reactor cooldown rate is as-sumed to be start ed 30 minut es af t er the break and at 100 F/hr. Using these procedures, leads to a reactor cool-down in approximately three to six hours. At that time, the RHR system (in the shutdown mode) maintains the reactor at 212 F or less and the blowdown flow rate is t erminat ed. It should be note that the end-of-blowdown chugging phenomenon discussed in S ection 2.1.1.1 will also accur during a small break accident and will last the duration of r eactor depr essurization. 2.1.2 SAFETY / RELIEF VALVE ACTUATION In addition to loads on the valves and discharge piping, actuation of the saf ety/ relief (S/R) valves causes pressure disturbances in the suppression pool water which results in dynamic loads on the suppr ession pool floor, the weir wall, the drywell and the containment ad jac ent to the pool. Structur es in the pool also experience this loading. Saf ety/ relief valve actuation cat. 5e initiat ed either automatically by a reactor pressure in-crease to the saf ety valve spring setpoints or by an active systs such as ADS in the relief valve mode. , 2-4 Rev 2, 12/20/79 I
J 1 The phenomena which cause these loads is as follows. Prior to actuation, the
! S/R valve discharge lines contain air at atmospheric pressure and a column of water in the submerged section. Following S/R valve actuation, the pressure
, builds up inside the piping and expels the water column. The air follows the
- water through the holes in the quencher arms and forms a large number of S
small bubbles. Once in the pool, the bubbles expand, coalesce and form four large bubbles. Each of the four bubbles expands analogous to a spring and 1 accelerates the surrounding pool of water. The momentum of the accelerated ] water causes the bubble to over-expand and the bubble pressure becomes negative. This negative pressure slows down and finally reverses the motion
, of the water leading to compression of the bubble. This sequence of expan-
; sion and contraction is repeated with a maximum f requency of about 12 Hz 5
until the bubble reaches the pool surf ace. The bubble oscillation causes oscillating pressures throughout the pool. The magnitude of the pressure 7 amplitude decreases with time and with distance from the bubble. The dura-j tion of this load is less than 1 second. Multiple SRV blowdown will cause a superposition of the pressure oscillations described above. The superposi- 2 s tion mechanism is dictated by the nature of the multiple SRV blowdown, (coherent or non-coherent superposition in time and space).
}
In evaluating the Mark III structural loads and containment /drywell capa- ] bility it is necessary to properly account for the hypothetical accident related loads and their sequence of occurrence. __ In defining the loads for this evaluation, this report addresses the design basis accident (pipe break) , and the loads associated with the hypothetical concurrent earthquake, pool dynamics, and static loading. The ability of the design to accommodate these loadings, when properly esquenced, constitutes the design basis of the
, structure. This design basis includes the single failure criterion; i.e.,
any single component may fail to act when called upon. c w This report also addresses an additional consideration, namely, the inad-q vertent opening of a single S/R valve (IORV). The opening of a single valve j is not a direct result of the LOCA and, furthermore, is not an expected oc-currence during the accident sequence. However, the loading chart figures
, show the loads associated with a single cafety/ relief valve actuation as an additional load for demonstrating additional capability.
J The set pressures and capacities of the safety relief valves and a list 1 of the events that activate the primary system safety / relief valves is
. presented in Figure 2.1-2. This figure also lists the number of valves expected to operate during the initial blowdown of the valves and the expected duration of the first blowdown.
J
2.2 DESCRIPTION
OF STRUCTURES 2.2.1 CONTAINMENT VESSEL The Containment Vessel (Containment) is a low leakage free standing steel shell which is designed to withstand the effects of all postulated incidents and accidents. The Containment is a cylindrical pressure vessel 2 with an hemispherical dome and a leaktight steel bottom. The bottom liner plate is welded to a grid embedded in the foundation mat, to the Contain-uent walls and to the steel portion of the drywell. The Containment 2-5 Rev 2, 12/20/79 2 1634 163
I internal diameter is 120 feet, and the total height is approximately 204 l feet. The cylindrical portion of the Containment is adequately embedded into the foundation mat, but above this the Containment is free standing g with no rigid links to either the Shield Building or the internal struc- g tures. The Containment is shown in Figures 2.2-1 through 2.2-4. 2.2.2 DRYWELL The Drywell is a right circular cylinder of 5 ft thick reinforced concrete 2 with an inside diameter of 73 f t, and is 92 feet high. The Drywell is designed to direct flow, resulting from a break in the ficactor Coolant System Piping, through the horizontal vents and into the Suppression Pool. There are 120 - 27 1/2 inch (inside diameter) horizontal vent pipes. They 2 are arranged in three rows of vent pipes with their centerlines 3 ft 11 in. 8 ft 5 in , 12 f t 11 in. above the Suppression Pool bottom. The vents are distributed equally around the circumference of the Drywell wall. The lower portion vent region of the drywell is approximately 22 it. high and consists of two concentric cylinders fabricated of steel plates with horizontal and vertical stiffeners provided as required by the design. 3 These cylinders will be anchored into the mat, with anchor bolts designed g to withstand and transmit all drywell loading effects. The vent openings 2 will be fabricated of steel plate and connected to the cylinders. The annular space between the cylinders may be filled with non-structural con-crete where required for shielding. A continuous circular ring plate or girder will be provided at the top of the steel portion of the drywell, which will be welded to both concentric cylinders. The cadwelds for the g reinforcing steel of the concrete upper portion of the drywell wall above g will be welded on this ring. The bottom liner of the Containment will be seal welded to the inner and outer faces of both cylinders. The outline of the suppression pool liner is shown in Figure 2.2-4. 2.2.3 CONTAINMENT PLATFORMS The platforms within the Containment and outside the Drywell are designed to allow access to and provide support for equipment and piping. The platform framing is supported by the internal structures and in some cases by the Containment. 2 For those platforms supported on the containment vessel, beam seats welded I to the Containment will be provided with sliding surfaces to eliminate l horizontal coupling ef fects between the drywell and containment in the E e vent of an earthquake. The platforms which may be subjected to suppression pool dynamic loads have been minimized in surface area to reduce the drag force on these struc-tures. The platforms in this area are shown in Figures 2.2-1 through 2.2-3 and are as folloss: a) HCU Platform - Elevrtion 158.75 ft
- 1) Equipment areas 1634 164 I
2-6 Rev 2, 12/20/79
, - , , , , ,,,--,,,,,,,,,,n,,-,--
M 5 i (a) IICU modules (b) CRD mast er controls (c) Containment Personnel Lock (d) Air station ( e) Instrument Racks b) Ground Platform - Elevation 142.50 f t f 1) Equipment areas = (a) TIP drive units 3 (b) Floor and Equipment Drain Sumps ] 2) Personnel access lock (Drywell)
- 3) Recirculation pump and motor renoval treck and aluipment hatch
=
- 4) Equipment Hatch (Drywell and Containment) 1 The volume between the HCU platform and the suppr ession pool water level is gj d es igna t ed "w etw ell . "
j 2.2.4 CONTAINMENT PENETRATION AND PIPING l There are many piping penetrations and piping runs in the area aff ect ed _5 by suppression pool dynamic loads. The piping penetrations are shown in Figur es 2.2-5 (6 sheets) and the piping runs are shown in Figur e 2.2-9 1 thru 2.2-15. {2 i 2.2.5 SAFETY / RELIEF VALVE PIPING i ThL reactor pr essure saf ety relief systen consists of 19 saf ety/ relief J valves locatal on the main steam lines between the reactor vessel and the l2 first inboard isolation valve within drywell (See Figure 2.2-16). Each 7 saf ety/ relief valve discharges steam through a discharge line to a point .y ~ below the minimum water level in the Suppression Pool. (S ee Figures 2.2-2 and 2.2-17). At the end of each discharge line there is a quencher device , for directing the steam flow through 4 radial arm spargers about the dis- 1 { charge pipe centerline. (S ee Figure 2.2-17). 2.2.6 SUPPRESSION POOL BOTTOM LINER j Figur e 2.2-4 provides detailed information about the grid systaa and the 2 enb edm ent s. The anchor bolts for the grid syst en are embedded well into
=
' t h e ba s e ma t . All reinforced concrete for liner support will be poured
, monolithically with the base mat and will form a rigid stratum into which t h e b eams will b e enb aid ed.
~ 2-7 Rev 2, 12/20/79 I 1634 165
I Tt:e methods which will be asployed to analyze the bottom liner including 7 I the assumptions which will be made in the preparation of the mathenatical model ar e pr es ent al in S ections 5.1.2 and 5.2.2. I I I I I I I I
~
I I I I I I 2-8 Rev 1, 7/8/77 163416g
7 I
; EVENT POTENTIAL LOADING CONDITION l LOCA OCCURS; DRYWELL COMPRESSIVE WAVE PRESSURE RISES LOADING ON CONT l
l JET IMPINGEMENT AND BUBBLE PRESSURE LOADS
! VENTS CLEAR AND
^'
VENT AIR / STEAM % VENT CLEARING AND
. FLOW STARTS VENT FLOW AP ON DRYWELL
; OUTWARD FLOW ON WElR WALL e
i I
~
a = j ' f IMPACT LOADS ON LOW FLOORS AND CONTAINMENT POOL 9 WELLS IN A BULK MODE
- BUBBLE PRESSURE LOADS
._ ON LARGE LOW FLOORS AND
, ADJACENT CONTAINMENT 9
BREAKTHROUGH
- y POOL SWE LL FROTH IMPACT ON HIGH FLOORS CONTINUESIN A +
P' ' FROTH' MODE cOUIPMENT SUBJECT TO SPRAY / SPLASH u (CONTINUED) 4 _s Rev 2, 12/20/79 i HOUSTON LIGHTING & POWER COMPANY ] Allens Creek Nuclear Generating Station
) Unit 1 d LOCA EVENT SEQUENCE (DBA)
FIGURE 2.1-1 4 3 1634 167
f FLOW AP ON HCU FLOOR AND FROTH ENCOUNTERS ADJACENT CONTAINMENT FLOW HESTRICTION AT HCU FLOOR INCREASE IN DRYWELL
, PRESSURE DUE TO VENT FLOW REDUCTION J*
y __ DRYWELL AIR ' FALL BACK' LOADS ON VENTING OVER - FLOORS AND 5 POOL SUBSIDES CONTAINMENT i U U HIGH G RATE CONDENSATION IN POOL l " U BLOWDOWN ENDS
' # ^ "
LOADS OUE TO CHUGGING 1r ECCS FLOODING OF e NEGATIVE PRESSURE ON WElR l REACTOR VESSEL
^ '
ENET AT NS AND DRYWELL ~
, DEPRESSURIZATION
- NEGATIVE FLOW AP ON WEIR j WALL ONG E N p HEP r CONTAINMENT PRESSURE LOAD NOTE: THERE ARE ADDITIONALTRANSIENT LOADS DUE TO PIPE WHIP, JET IMPINGEMENT, SPRAY ACTIVATION, RELIEF VALVES, ETC.
Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY g - Allens Creek Nuclear Generating Station Unit 1 LOCA EVENT SEQUENCE (DBA) FIGURE 2.1-1 (Cont'd)
=
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3 FIGUF.E 2.1-2 l NUCLEAR SYSTEM SAFETY / RELIEF j (10% Bypass) g a. Set Pressures and Capacities a ASME Rated Capacity Relief Pressure Low-Low Set Relief
. Spring Set @ 103% Spring Controller i No. of Pressure Set Pressure Set Pressure No. of Setpoint Valves (psig) (lb/hr each) (psig) Valves Open/Close 7
; 8 1165 895,000 6 1180 906,000 i
5 1190 913,000 1 1103* 1 1033/913 m J 9 1113* 1 1073/953 4 1113/1013 9 1123*
.
- Closing setpoint is 55 to 100 psi below opening setpoint
=
- b. Duration of Blowdown Maximum Number of Valves Duration of Events Resulting in Expected to Operate First Blowdown 5 Pressure Relief Actuation During First Blowdown (seconds)
; 1. Generator Load Rejection 16 10-15 with Bypass
- 2. Turbine Trip with Bypass 16 10-15
; 3. Loss of Condenser Vacuum 19 20-25 1 4. Turbine Trip w/o Bypass - 13 5-15 j Low Power
- 5. Closure of All Main Steam 19 15-25 Isolation Valves
- 6. Pressure Regulator Failure - 7 2-5 Fail Open 1634 169 i=
Rev 2, 12/20/79 2
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=i FIGURE 2.1-2 (Cont'd)
- b. Duration of Elowdown (Cont'd)
Maximum
, Number of Valves Duration of l Events Resulting in Ex: icted to Operate First Blowdown J Pressure Relief Actuat!.on During First Blowdown (seconds) '; 7. Loss of Auxiliary Power 16 15-25
- 8. Feedwater Controller 13 5-10 7 Failure - Maximum Flow
- 9. Inad,srtent Opening of a - -
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i 3.0 LOADS 3.1 GENERAL i Following a LOCA or during the blowdown of a safety relief valve, tran-sient loads are imposed upon suppression pool structures and structures located imaediately above the pool. In this section the loads considered in the structural design are identified and the particular way they are accounted for (as applied loads on the structure) is briefly explained. - Figure 3.1-1 summarizes the accidents that influence the design of various 2 _j structures. 3.2 LOAD DESCRIPTION DURING DESIGN BASIS ACCIDENT The occurrence of a DBA suf ficient to engage the pressure suppression system _ is marked by air purging f rom the Drywell f ollowed by steam. This generates a dynamic response of the suppression pool water which, in tu rn , imposes , J dynamic loads on the structures. The f ollowing sections cover the detailed l loads description for the containment structures under DBA which eventually i2 9 will induce pool swell, steam condensation oscillation and the chugging j phenomena in the suppression pool. Figures 4.3-6 and 4.3-8 show the suc- , cessive loading sequence on the drywell wall and the cor.'.ainment wall 1 respectively under the Design Basis Accident. 3.2.1 POOL SWELL LOADS ' 3.2.1.1 Ground Floor
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The loading imposed on the ground floor (lower floor) beam flanges from the
. " bulk" mode of the pool swell has a total duration of 500 milliseconds * (0.5 sec) with a peak pressure of 115 psid after 4 ms (the total pulse 2 lasts approximately 7 ms) and a constant pressure due to flow drag there-after (Figure 3.2-1).
_j During the same 500 ms. period the solid area of the grating is subjected to a constant " drag type" f orce in the upward direction. The intensity w of the drag load is determined from ue pressure differential plot (Figure 1 3.2-2) and is a function of grating ' void" area. Based on this curve, and J using a grating with 70 percent void area (applicable to the ground floor grating), a 9 psid pressure is obtained. This load represents the drag _i force of water flowing through the grating and is applied to the grating's j solid areas 37 milliseconds af ter the initial water " contact" with the beam lower flange (Figure 3.2-3). The 37 ms time lapse between original water s impact on beam lower flanges and water drag on grating is computed by 1
~
; assuming that a minimum of 18 inches depth of the beam is travelled by the water in bulk mode with a speed of 40 f t/sec.
All impact and drag forces described above are assumed to act uniformly on all ground floor structural members in the containment annulus. l2 1634 218 3-1 Rev 2, 12/20/79
I 3.2.1.2 HCU Floor and Steam Tunnel 2 I At the end of the 500 ms period the " froth" mode of the pool swell begins to a f fe ct the HCU floor above. The pressure-time variation has a peak of 15 psid followed by 11 psid uniform differential flow pressure. These pressures are applied on all solid areas, beams, grating, steel plates or concrete slabs, steam tunnel floor etc. , and act for a duration of 4.0 seconds (Figure 3.2-4). The distribution of pressures is assumed to be uniform in both the radial and circumferential directions for the entire llCU floor. 3.2.1.3 Drywell and Containment Protuberances, Miscellaneous Structures 2 and Piping Uniform pressures associated with pool swell are assumed to act on the projecting surfaces of all containment vessel and drywell protuberances g on all miscellaneous structures and piping within and up to an elevation 5 30.0 feet above the suppression pool, as follows: 1 3.2.1.3.1 Structures Immersed in Pool Water Those structures whose minimum dimension exposed to pool swell loads is 20 inches or less are defined as "small structures". Vent clearing water jets with velocities 60 feet /see within 3 feet of the 2 vent exit and 30 feet /see thereafter produce drag loads on small structures and piping prior to air bubble entering the pool. The water jet geometry similar for all vents is depicted in Figure 3.2-9. - Immediately following vent clearing and during bulk pool swell stage, l structures within the pool above the bottom vent elevation can experience 5 loads in outwards or upward directions calculated using appropriate drag 2 coefficient and a pool swell velocity of 40 ft/sec. The outwards flowing water is not considered a load condition for the Containment Shell. All large protuberances are provided with sloping undersides for which figure 3.2-5 is applicable. These structures whose bottom surfaces are immersed in the pool, their pertinent design parameters and pool loads are identified below: Ra dial Upward Downward Structure Pro jection Width Force (Psidl Force (Psidl
- 1. Floor Drain 7'-0" 14'-3" 41 17
& Sump / Pump =
Platform 2
- 2. TIP Drive 7'-0" 14'-3" 41 17 5
g Platform
- 3. Personnel Lock 6'-6" 10'-0" 41 13
- 4. Equipment Hatch 0 0 0 0 I
3- 2 Rev 2, 12/20/79 1634 219
The 41 psid load in the above tabulation includes drag eff ects and the 2 LOCA bubble pressure and is assumed to act for 500 ms. Downward loads due to f allback commence 500 ms af ter termination of the upward loads , and are assumed to act for 3.0 seconds. The loads induced during I condensation and chugging in the suppression pool shall also be included ' j2 utilizing appropriate mathematical formulation. j During f allback drag forces are calculated for water velocity of J5 f eet/ sec. Loads on quencher supports are defined in Section 3.4. 3.2.1.3.2 Small Structures at Pool Surf ace 2 All small st ructures , protuberances or piping whose underside is at pool I surf ace or slightly immersed do not experience the pool swell impact. They , are subjected to drag forces due to 4U feet /sec. Water flow and to 21.8 psid air bubble pressure ef f ects combined. The acceleration drag f orce shall also be considered. 3.2.1.3.3 Structures up to a Maximum Elevation of 30 feet Above Pool 1 Surface The loading condition of small structures is depending upon their elevation -o above the pool surf ace. In the category of small structures are included all piping, various supports, bracing, protuberances , cable trays, ducts or anything projecting into the containment annulus. The majority of the struc-- tural elements at HCU and ground floors may be categorized as small, however, the loading condition f or these floors was described separately in Sections 3.2.1.1 and 3.2.1.2 for better definition. 2 i Essentially, as defined in Section 2.1.1.1, the structures could be situated either in the " bulk mode" region up to and including 16.0 f eet above the pool or in " froth mde" region which extends to 30 feet above the pool
- 2 a) For bulk impact and flow drag on structures up to 16 feet above the l pool, the load time history depicted in Fig. 3.2-1 applies. -
b) for structures located beyond 19 feet above the pool but below the i hCU floors, the f roth impingement data shown in Figure 3.2-4 should . 2 be used. This impingement load shall be applied unif ormly to all small structures with the time history shown. c) Interpolate linearly with height the peak impact pressures and l duration of Figures 3.2-1 and 3.2-4 f or structures located between !2 lb and 19 f eet above pool surf ace. Drag load intensity is in- ' dependent of structure elevation, while drag load duration is shorter as the structure is at higher elevation. 1634 220 3-3 Rev 2, 12/20/79
I d) All other small structures located between HCU 11oor and 30 feet 1-I above' the pool will be subjected to drag loads resulting from pool swell " froth" flow. The froth density may be considered ,. 18.8 lbm/ft 3and maximum velocity 50 feet /sec. at elevation 10.5 feet decelerating to zero at elevation 30 feet above the pool. 2 3.2.1.4 Containment and Drvwell Walls During the pool swell, the containment vessel wall and the drywell outer wall are subjected to the loading conditions sumuarized below: a) A 10 psid on containment and a 21.8 psid on drywell peak bubble pressures which are constant below the suppression pool surface 1 and decrease linearly to zero over 18 feet above the pool. The 2 g pressitres are a triangular pulse type for a duration of 500 milli- W seconds and are superposed on the normal hydrostatic pressure. b) A 11 psid peak uniform pressure between the top of the pool water and HCU floor. This pressure corresponds to the upward pressure 2 of 11 psid on the floor (See Section 3.2.1.3) and has a duration of 4.0 seconds. Both pressures are assumed to be uniformly
- distributed circum- l1 ferentially on the Containment and Drywell walls and their vertical distribution and time histories are shown in Figure 3.2-7.
c) Above the HCU floor, a static, uniform pressure of 5 psid is applied to all exposed surfaces.
=
3.2.1.5 Suppression Pool Bottom Liner and Base Mat 12 During the pool swell a downward pressure with a peak of 21.8 psid at drywell wall and of 10.0 psid at containment wall is acting on the sup-pression pool bottom liner. The pressure is uniformly distributed in the I circumferential direction and its time history and radial distribution is l2 shown in Figure 3.2-7 and Figure 3.2-8, respectively. 3.2.1.6 Ueir Wall There is no load on Weir Wall during the vent clearing. Once flow of air, steam and water droplets are established in the vent system, there will he a static pressure reduction in the weir annulus that leads to a 10 psi out-ward uniform pressure on the weir wall. The pressure, a rectangular pulse , type starts at the time the top vent clears and lasts for 30 seconds.
- For the purpose of Containment Evaluation (structural response determin-ation) the 10 psid pressure described in Section 3.2.1.4a may be considered as applied on half of the containment periphery (see note 1 of Figure 3.2-7). For combination of this load case with other ioads see Section 9 4.3.1.1.2.
1634 221 l y 3-4 Rev 2, 12/20/79 E
3.2.2 CONDENSATION OSCILLATION LOAD DESCRIPTION Following the initial pool swell transient during a LOCA when the drywell air is vented to the containment free space, there is a period of 0.05 to 1.5 minutes (depending upon break size and location) when high steam mass flows through the top vents and condensagion oscillation occurs. Vent steam mass fluxes of up to 25 lbm/sec/f t" occur as a result of either a main steam or recirculation line break. All suppression pool boundarys will be subject to this type of load. The condensation oscillation forcing function to be used for design is defined as a summation of four harmonically related sine waves: P(t) = A(t) 0.8 sin (2rx r x f(t)) 2
+ 0.3 sin (4rx r x f(t))
+ 0.15 sin (C. . r x f(t)) Eqn (3.1)
) 9
~
+ 0.2 sin (8x x r x f(f)) J (psid) where:
P(t)
= pressure amplitude for a cycle beginning at time t and ending at t+T p
A(t) = peak-to peak amplitude variation with time
=
5.5{3.395-0. -1.344(logt)4l
+7.688(logt)g06t+1.15logt-7.987(logt)~ Eqn (3.2)
_ f( t ) = fundamental frequenc- variation with time
=
0.8l2.495-0.225t-0.742logt+10.514(logt)
- 9.271 (log t) +3.208(logt)'} Eqn (3.3) t = time (sec), 3 C t $ 30, time from initiation of LOCA blowdown ^
r = period (sec), On 76T p, time from the beginning of each cycle T = 1/f(t) p A typical condensation oscillation forcing function on the outside fece of
-- the drywell wall adjacent to the top vent has been calculated f or 4 cycles and is shown in Figure 3.2-12. Equation 3.1 has been calculated and digitized in Attachment A.
~
The spatial distribution of the forcing function amplitude over the wetted surface of the suppression pool is shown in Figure 3.2-13. The amplitudes shown are the maximum values determined from Eqn (3.1) normalized to 1.0 _ at the top vent centerline. . 3- 5 Rev 2,12/20/79
I 3.2.3 CliUGGl% LOAD DESCRIPTION During vent chugging, drywell pressure fluctuations result if significant quantities of suppression pool water are splashed into the drywell when the returning water impacts the weir wall. This can result in a 2, 2 psid across the drywell wall. Such a bulk drywell pressure fluctuations is negligible when compared to the peak positive drywell pressures used for drywell design. W in addition to the bulk drywell pressure fluctuations, high amplitude pressure pulses are observed when the steam bubbles collapse in the vents i during chugging. The dominant pressure responses in the suppression pool during chugging is characterized by a prechug underpressure, an impulse l (pressure spike), and a post chug oscillation as shown in Figure 3.2-14. Although it is expected that chugging will occur randomly among the vents, j synchronous chugging in all top vents is assumed. Each vent is expected l g to be periodically exposed to tne peak observed pressure spike. The pool t g boundary load definition considers that the chugging loads transmitted to i the drywell wall, weir wall, basemat and containment are the result of ; several vents chugging simultaneously at dif f erent amplitudes. I 3.2.3.1 Chugging Loads Applied To Top Vent Within the top vent, the peak pressure pulse train shown in Figure 3.2-15 is applied f or local or independent evaluation of vents. Although some variation is observed in the pressure distribution from the top to the 2 bottom of the vent, it is conservatively assumed that during the chugging event the entire top vent wall is simultaneously exposed to spatially unif orm pressure pulses. Because some net unbalance in the pressure distribution gives rise to a vertical load, the peak force pulse train shown in Figure 3.2-16 is applied vertically upward over the projected l 5 vent area concurrently with the peak pressure pulse train to evaluate local ef f ects at one vent. For global ef f ects, the average force pulse ; train shown in Figure 3.2-17 is applied vertically over the projected l area of all top vents concurrently with the average pressure pulse train within the vent shown in Figure 3.2-16. 3.2.3.2 Fool boundary Chugging Loads The chugging load applied to the pool boundary (drywell, basemat and contain-ment) is described by the typical forcing f unction shown in Figure 3.2-14. The forcing function consists of a pre chug underpressure defined as a half , sine wave, a triangular pulse (pressure spike) loading characterized by a j time duration "d" and a post-chug oscillation described by a damped sinusoid. j The impulse is at its maximum magnitude and duration near the top vent on the l l 5 drywell wall due to the localized nature of the phenomena. The amplitude of j the pre chug underpressure and the post chug oscillation are also maximum at ' g this location. The asymmetric and the axisymmetric chugging loads shall be l g used f or the considerations of the local and the global eff ects respect-ively. For asymmetric loads, spatial variations in pressure amplitudes are ! accounted f or by using radial and circumf erential attenuation f actors. For l axisymmetric loads, no horizontal attenuation is considered. "'
< o' g34223i I
3-6 Rev 2, 12/20/79
For local (asymmetric) los. considerations on the pool boundary: l
. Pre-chug Underpressure I
. peak amplitude - Figure 3.2-19
. di s t ribu t ion i l
op (psid) = -5.8 F rt 0<t < 0.125 sec q F,, sin , j 0.125 where: F = radial attenuation factor (Figure 3.2-20) p F u
=
circumferential attenuation f actor (Figure 3.2-21) t = time from beginning of underpressure (seconds)
. Pressure Spike t
. peak amplitude - Figure 3.2-19 l
. distribution The spike is a triangular pulse at l
t = 0.125 second l m B d = palse duration (given as a j function of radial location i l in Figure 3.2-22) l d d _J yj _ B = pulse amplitude, psid l I C (psid) = 100 F F t SP SC ' I where: l F = radial attenuation factor (Figure 3.2-23) gg F SC
=
circumferential attenuation factor (Figure 3.2-24)
. Post-chug oscillation
. peak amplitude - Figure 3.2-19 l 1
distribution ! g ,
-0.557 / 2et A P (psid) =
6.5 F F e 9o sinl r 1 ( f
. . .- 1634 224 l 3- 7 Rev 2, 12/20/79
I wnere: F = radial attentuation factor (Figure 3.2-25) R F = circumferential attenuation factor (Figure 3.2-26) i g t = time from beginning of oscillation (0.125 second + spike duration) 7 = period of oscillation 0.08 to 0.1 second f l The profiles in Figures 3.2-21 and 3.2-26 represent the peak observed value : at one vent, with the other vents chugging at the mean value. For global (axisymmetric) load considerations on the pool boundary: i
. Pre-chug underpressure I t
. mean amplitude - Figure 3.2-20
. distribution - Figure 3.2-27
. Pulse (spike) l
. mean amplitude - Figure 3.2-20
. distribution - Ffgure 3.2-28
. duration - Figure 3.2-24
. Post-chug oscillation
. mean amplitude - Figure 3.2-20
. distribution - Figure 3.2-27
. No horizontal attenuation for this loading 3.2.3.3 Chugging Loads Applied to Ueir Annulus The pressure pulse generated inside the top vents during chugging propagate toward the weir annulus. The dominant pressure response in the weir an- g nulus (weir wall, basemat and inside drywell vall) during chugging is g characterized by a pre-chug underpressure, defined as a half sine wave, followed by a pressure pulse train, as shown in Figure 3.2-30. Both the local and the global effects shall be considered. The asymmetric and the ixisymmetric chugging loads shall be used for the considerations of the local and the global effects respectively. For asymmetric loads, spatial variations in pressure amplitudes are accounted for by using radial g and circumferential attenuation factors. For axisymmetric loads, no g horizontal attenuation is considered.
1634 225 I I 3- 8 Rev 2, 12/20/79 I
i Weir annulus chugging loads apply only to surfac2s below the weir water level during chugging. These loads (asymmetric and axisycanetric) are not coincident with pool boundary (drywell, basemat, containment) loads. Peak weir loads result when the steam bubble collapse occurs in the top vent while the peak boundary loads occur when the steam bubble collapse in the pool. For local load considerations, the peak amplitudes are applied, and for global considerations the mean amplitudes are applied. For local (asymmetric) Ioad considerations on the weir annulus:
. Pre-chug Underpressure
. peak amplitude - -2.2 psid
. distribution AP (psid) =
-2.2 F F sin rt ,0<
"" t< 0.00 0.0S where:
F ,
=
vertical attenuation factor = 1.0 2 F = circumferential attenuation factor (Figure 3.2-31) t = time from beginning of underpressure (seconds) Pressure Pulse Train
. peak amplitude - 43 psid
. distribution (Figure 3.2-30)
P ,,
=
-12.0 psid or -P , whichever has the smaller absolute value.
F = 43 i F (psid) I w we-where: F = vertical attenuation factor (Figure 3.2-32) F = circumferential attenuation factor (Figure 3.2-33) For global (axisymmetric) load considerations on the weir annulus: . Pre-chug Underpressure
. mean amplitude - Figure 3.2-34 distribution no vertical attenuation
{ 1634 226 3-9 Rev 2, 12/20/79
I . Pressure Pulse Train
. mean amplitude - 15 psid (Figure 3.2-35)
. distribution - Figure 3.2-36
. duration - Figure 3.2-35
. No horizontal attenuation for this loading 3.2.3.4 Top Vent Temperature (Cycling) Profile During Chugging During chugging the water le vel in the weir annulus fluctuates over a 4 foot band centered at about the top vent centerline. The weir wall and the inside drywell wall then are subjected to steam tempersture (230 F) above the top vent and cold pool temperature (100 F) near the lower vents, with a transition region in-between, where the temperature flue-tuates due to the chugging process. For evaluation of local ef fects, the cyclic temperature profile during chugging is shown in Figure 3.2-39. The cycling temperature ranges from 100 F to 230 F; and the period is equal to the chugging period, which randomly varies from 1 to 5 seconds. The areas of application are:
. 4 foot horizontal band on the weir wall and inside drywell,
. the upper inside vent surface,
. and an area of the outside drywell wall just above each top vent, as shown on Figure 3.2-39.
The duration of the thermal cycling is identical to the duration of chugging (see bar charts, Figure 3.3-1). As the event proceeds, the . T reduces in amplitude due to bulk pool temperature increase. As part of the design calculation, this bulk pool temperature should be considered. 3.2.4 NEGATIVE LOAD DURING ECCS FLOODING Somewhere between 100 and 600 seconds following a LOCA (the time is dependent I on break location and size) the ECCS system will refill the reactor pressure wssel. Subsequently, cool suppression pool water will cascade from the break to the drywell and start condensing the steam in the drywell. The rapid drywell depressurization produced by this condensation will draw non-condensable gas from the containment free space via the drywell vacuum f breakers. It is during this drywell depressurization transient that the I maximum drywell negative pressure occurs. l 3.2.4.1 Negative Drywell Pressure For design purpose, a conservative bounding end point calculi. tion was l performed which assumes that drywell depressurization occurs before a significant quantity of air can return to the drywell via the vacuum
.' i 1634 227 I
relief system. This theoretical conservative calculation yields a drywell negative pressure of 21 psid. 3.2.4.2 Inward Load Due to Negative Drywell Pressure Due to negative drywell pressure discussed above, reverse water flow in the horizontal vents will lead to inward acting impingement loads on the weir wall. A simple, steady-state flow analysis leads to flow velocities ap-proaching 40 ft/sec if it is assumed that a 21 psi negative differential exists between the drywell and containment. This leads to a total impingement force on the weir wall of 12,800 lb. per vent applied over the projected area of the vents. 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 of the water flowing through the vents. Inis same negative drywell condition can theoretically result in the flow 2 of water over the weir wall into the drywell. Using the hypothetical drywell depressurization time history shown in Figure 3.2-37, a peak velocity of 25 feet /sec can be calculated at the top of the weir wall. This velocity is decreased due to the ef fects of gravity with elevation and the spreading of the flow field so that the maximum elevation reached is 11 feet above the top of the weir wall as shown in Figure 3.2-38. Structures in the path of the water are designed for drag loads using the following equation: CAh D 2g c where: F = Drag Load Force, lbf C = Drag coefficient D
=
2 A Projected Area hormal to Flow, Ft
= 3 Specific beight of Water, 62.4 lbm/ft 2
g = Newton's constant, 32.2 lbm-f t /lbf-sec c V = Velocity of fluid, f t /sec . s.s wad DESCRIPTION DUkIhu INTERMEDIATE BREAK ACClbi.h1 3.3.1 DRYWELL LOADS The loading conditions caused by an intermediate break are less 'than those in a DBA or small break; however, they are examined because actuation of the nDS can be involved. Figure 3.3-1 is a bar chart for this condition. 1634 228 3-11 Rev 2, 12/20/79
I 3.3.2 CONTAINhENT LOADS Figure 3.3-2 shows the bar chart for the containment during an intermediate break that is of sufficient size to involve the ADS system. Since these breaks are typically quite small and because there is a two minute time delay on the ADS system, all the drywell air will have been purged to the containment prior to the time the ADS relief valves open. Thus, the conts ament will experience the loads from multiple relief valve actuation coup 2d with the 5 psi pressure increase produced by the drywell air purge and pool heatup. Since the former are pressure oscillations whose magnitude is not dependent upon the datum level, these loads are additive. Section 3.5 defines the loading magnitudes which are assumed for the S/R valve , discharge. l 3.3.3 WEIR WALL LOADS Figure 3.3-3 shows the bar chart for the weir wall during the IBA. The l safety relief valves loads associated with ADS activation are discussed in Section 3.5. Such a LOCA (IBA) will induce very small pressure differential j across the weir wall. Chugging loads on the weir wall under IBA are the same; as those specified in Sections 3.2.3.3 and 3.2.3.4 for weir wall under DBA case. i g l 3 3.4 LOAD DESCRIPTION DURING SMALL BREAK ACCIDENT 3.4.1 DRWELL LOADS "
/
A small steam break can lead to high atmospheric temperature conditions in the drywell. Figure 3.3-4 shows the bar chart for this accident.
; g
,g 3 3.4.J.1 Drywell Temperature For drywell design purposes, it is assumed that the operator reaction to the small break is to initiate a normal shutdown. Under these circumstances, the!
i I blowdown of reactor steam can last for a 3 to 6-hour period. The cor- i responding desogm temperature is defined by finding the combination of ; primary system pressure and drywell pressure which produces the maximum ! superheat temperature. 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 a maximum. > l During an SBA the continuing blowdown of reactor steam will cause all the ; air initially in the drywell to be purged to the containment free space. { The peak superheat temperature is 330 F. This temperature condition exists until the RHR shutdown cooling is completed in approximately i g three hours. At this time, after three hours, the pressure in the reactor 5 pressure vessel is 150 psia and the corresponding superheat temperature is 310 F. This will exist for three hours. These superheat temperatures correspond to drywell atmosphere only; separate analyses are required to determine transient response of the drywell wall to the elevated steam temperatures. 1634 229 I 3-12 Rev 2, 12/20/79 I
i 3.4.1.2 Drywell Pressure Wit h t ne neactor and containment ope rating at maximum normal conditions, ! a small break occurs allowing blowdown of reactor steam to t he dry we ll . ! Tne re sulting drywell pressure increase leads to a high drywel. pressure ! signal that scrams the reactor and activates the Containment Isolation ! Sys te m. Drywell pressure continues to increase at a ra te de pe nde nt , on the size of the assumed steam leak. This pressure incre ase to 3 psig l de pre sse s tre wate r le vel in the weir annulus until tre le ve l re ache s ; t he top of t he upper row of vents. At t his time , air and steam enter the ! suppression pool. S te am is conde nse d and the air passes to t he containme nt l f ree spa ce . T te latter results in gradual pressurization of the containme nt at a rate de pendent upon the air carryove r rate . Eventually, entrainment of t he drywell air in the steam flow through the vents results in all drywell air being carried over to the con tainme n t . The drywell is now full of steam ' and a positive pre ssure diffe rential sufficient to keep t he weir annulus i wa te r le ve l de pre sse d to t he top vents is maintained. Continued reactor i blowdown steam is condensed in the suppre ssion pool. , 3.4.1.3 C hugging ; During a small break accident the re will be chugging in the top vents. ! Applicable chugging loads and temperature profile on t he drywell and vents l are discussed in Sections 3.2.3.1, 3.2.3.2 and 3.2.3.4. The Mark 111 drywell ( cesign does not re quire t he combination of the SBA the rmal loading condition "' wit h t he 21 psi negative pre ssure load. l 3.4.2 CONTAINMENT LOADS No containment loads will be gene rated by a small break in the drywell that are any more se ve re t han t he loads associated with t he in te rme dia te or DBA ! bre ak . Figure 3.3-5 is the bar chart for this case . The re are unguarded RWCU line s in the containme nt that can re lease steam to j t he containme nt free spa ce in t he e ve nt of a rupture . The RWCU isolation
}
valve s and flow limite r for this system are de signed to te rminate t he blow- , down be f ore significant containme nt pre ssurization can occur. Typically a 2 psi pressure increase may occur. l Ste am re le ase d by a pipe break in the con tainme nt may stratify and form a g pocke t of steam in t he upper re gion of the containme nt . T he steam tempe ra- - ture will be at approximately 220 F whereas the air tempe rature will be at approximately its initial pre-break tempe rature . This te mpe rature strati-fication will be accounted for in the de sign . 3.4.3 WEIR WALL LOADS The loading sequence for the weir wall during a small steam line bre ak 'is essentially the same as for t re drywe ll wall with t he exception that t he re ' will be no pressure dif fe rential across the weir wall ot he r than hydrostatic ' p re s su re . Apart f rom t hat, t he information in Se ction 3.4.1 applie s Figure 3.3-o s hows t he bar chart for the weir wall during the SL.h ' 3-13 Rev 2, 12/20/79
I 3.5 SAFETY RELIEF VALVE ACTUATION LOAD DESCRIPTION 2 1 During a SRV actuation, a high pressure air bubble is injected in the suppression pool, at the discharging point (located 6.5 feet above the = suppression pool bottom liner and 5.0 feet radially outward, from the Drywell wall). The pressure from the air bubble is transmitted through the water to all pool structures. This bubble, oscillates and subjects all pool structures to time dependent positive (pressure type) and negative (suction type) distributed loads. The oscillating pressure reaches its maximum negative amplitude in the first cy..le and its maximum positive amplitude immediately following in the 2 I second cycle. See Figure 3.5-13. Loading of the Containment Drywell and g suppresslaa pool liner due to this oscillating pressure load is discussed 3 below. Alter the maximum negative and positive peaks, the oscillation decays 2 linearly with time and the amplitudes become one third of the maximum values at the fift' aeaks following the corresponding maximum peaks. The total pressure loau duration is 0.75 sec, and the frequency of oscillation is 1 5 to 12 cycles per second. The time history of SRV blowdown pressure load is identical for all structures bordering the suppression pool or otherwise l submerged. 5 Four possible loading cases for SRV blowdown will be analyzed. I1 I a) 8 valves ADS actuation b) All 19 valves discharging simultaneously. c) Single valve blowdown (first and subsequent actuation) l d) Two valves (first actuation) 1 All pressures for these load cases will be algebraically superimposed with the hydrostatic pressure. 3.5.1 CONTAINMENT WALL Each of the four load cases (Section 3.5) has a unique distribution of pressure loads on the Containment wall. A description of the pressure load distributions in the circumferential and vertical directions follows: a) 8 ADS valve actuation. The plan distribution is slightly asymmet-ric, but since the variations in pressure values are very small 1 I a constant pressure is recommended for design. The vertical l distribution is constant over three quarters of the pool height 5 decreasing linearly to zero thereaf ter (Figure 3.5-1) . 2 b) When 19 valves discharge simultaneously, the pressure is uniform and axisymmetric circumferentially and constant up to three quarter of the pool height with linearly decreasing to zero at pool . surface (Figure 3.5-2). 1634 231 Rev 2, 12/20/79 I 3-14 I
a. J B 1 c) One (1) valva blowdown. Circumferentially the pressure is distributed over a sector of 172 with decreasing magnitudes from the center-
= line of the sector (centerline of the discharging line) toward its 2 extremities (?igure 3.5-3).
m 1
~~_
d) Two (2) valver blowdown. The circumferential pressure distribution over half of the containment is similar to one valve. Complete 2 description is}provided by Figure 3.5-4. One and two valves blowdown pressures described in (c) and (d) above ~could be considered as acting anywhere around the containment i periphery. Thetr combination with other loads shall be such that the most conservative loading cond!M ons are obtained. l2 For all of the above lond cases the pressure time history is the same
; except that the positivi and negative amplitudes are varying with the particular load case and with the distance of the structure surf ace to 2 the source of load. (Fipure - 3.5-13 )
_j On any containment wall p7otuberance in the suppression pool, oscillating pressure acts upwards, dognwards or circumferentially depending on the pro- _ tuberance surf ace subjected to the loads. The maximum positive and negative amplitudes can easily be ditermined from Figure 3.5-1 through Figure 3.5-4 2 i once the location of the 16aded surf ace is given. ] ' 3.5.2i, DRYWELL UALL ANDiSUPPRESSION POOL BOTTOM LINER 5 There I;re many similarities between the SRV pressures on drywell, suppres- , sion pool bottom liner (bascicat) and those on the containment wall. All j the procedures describing the application of SRV loads on containment wall
-2 and its protuberances are valid and must be used in establishing the pres-sures on drywell and bottom li,ner. In general, the vertical pressure
] distribution on the drywell ar7 the radial pressure distribution on the 1 _. bottom liner are either consta t, or have a linear variation. 3 The circumferential distributic*j of pressure is assured by multiplying J the vertical or radial diagrams *by the factors defined in the Figures 2 3.5-5 through 3.5-12. 1 t i 3.5.3 WEIR UALL ' I The bubble pressure is transmitte*,' through the vents to the weir wall, e and is applied over the projected { area of the vent. "'he pressure values q can be determined at every vent 1cyation from the vertical and circumfer-ential pressure plots established *'or drywell wall.
, It is assumed that there is no attenuation of such prc.ssure across the vents or weir annulus.
l 3.6 0UENCHER AND OUENCHER SUPPjnT LOAD 2
~
The loads on quenchers and their su[prts were specified by General Electric
, in the report InterimContainmentLo$dsReport (Rev. 2). The summary tables indicate all loads which may occur at13 must be considered in the design. For consistency and since it isadvisablejtokeepalltheseloadsgroupedto-gcther-we adopted a similar format.
i. 1634 232 3-15{ Rev 2, 12/20/79 i
I t 1 The Figure 3.6-1 provides location of various forces applied on the indi vi- 2 " dual quencher's arm and the Figure 3.6-2 shows the resultant f orces at quencher 's base. This base, or pedestal must transmit these reactions to 1 the base mat. 2 The quencher arm load are given in Table 3.6-1 and the quencher base loads in Table 3.6-2. I I I I I I I
~
I I I I I I
~
1634 233 g 3-16 Rev 2, 12/20/79
TABLE 3.6-1 l2 QUENCHER ARM LOADS (Reference Figure 3.6-1) l2 Load Description Air clearing - (1bs) +16,460* (Location F , any direction normal to arm can J1ine) 7 Adjacent S/R - (lbs) +974 (Location F 3
- horizontal direction)
LOCA vent - (lbs) 1,P66 (Location F , horizontal direction) 3 Arm weight - (lbs) 390 (Location F , downward direction) Earthquake load , at SSE (Location F , vertical direction) Earthquake load, at SSE (Location F , horizontal direction) b
- Due to single valve subsequent actuation. j
/
1634 234 3- 17 Rev 2, 12/20/79 b
TABLE 3.6-2 2 i MARK III QUENCHER BASE REACTION IDADS (Reference Figure 3.6-2) l l { Air Clearing Water Clearing ! Lateral Loads - (1bs) _i Fb - Air and water clearing 28,510 8,553
, IDCA vent i,r.*er clearing 10,240 10,240
-j ! 2 F - SSE Earthquake load (quencher mass) (la ter)
! - SSE Earthquake load (water mass)
F1 - I nlet line load 10,855 10,855 7 j Fy - Total base 1steral reaction load Vertical Loads - (1bs) 1 I J F, - Air clearing +11,344 +4,651
+9,000 Transient wave -3,700
-15,000 +2,400 Pool swell -14,742 -14.742 Quencher weight +3,940 +3,940
, SSE Earthquake load (later) 2 Ff - Inlet line load +10,855 +10,855 Water cleaG ng +150,000/-2,000 Fy - Total base vertical reaction load Lateral Moments Transferred to Base Plate - (f t-lbs)
M, - Air and water clearing 37,524 I?,257 Pool swell 17,751 ;/,751 Moments resulting from lateral loads -
-5 2. 64 x [ F air clearing) + LOCA vent j bc(learing] 102,300 49,614 1
1634 235 ]J 3-18 Rev 2, 12/20/79
=a.-m - - . -
l i TABLE 3.6-2 (Cont'd) I 2.32 x F (earthquake, quencher mass) 6.67 x Fg (inlet line) 72,402 72,402 3.00 x F (earthquake, water mass) (later) _ M1 - Total base lateral reaction moment Vertical Moments Trans ferred to Base Plate - (ft-lbs) Mb - Air clearing 105,6]P 31,6P5 Multiple valve actuation 0 C LOCA vent clearing 8,047 P,047 Mg - Inlet line moment 25,P36 25,F36 M - Total base vertical reaction moment 139,501 65,56P 1 1 I I 1 I I I I 1634 236 1 -- 3-19 Rev 2, 12/20/79 0
O O f g P@ 2 e a alrl ilrtA, I FIGU"E 3.1-1 SI:: CIA"Y OF POSTULATCD ACCIDENTS AFFECTI:'C 'IAW III ST"I'CTU"ES (DPA) (IT.A) (S"A) Large Internediate Snall I Drywell. Structure "reak Y Pareak X 3reak X
"cir Uall X X X X Y Containnent Suppression Pool Floor X X Structures in Suppression Pool M X -
Structures at the Suppression X M - Pool Surface Ftructures Tietween the Pool X - - Surface and the IICU Floor c.t ruc tures at the UCI' Floor I - - Elevation I
';otes:
- 1. T indicates accident virh significant loading conditions
- 2. For concurrent S/" valve events, see appropriate har charts I
I I I I l 1634 237 Rev 2, 12/20/79 I
M K C A 0 -' B 0 M L L 0 4 A F E H M TC DS/ E ,V NF A 5
)
)
S S A3 y M E E CI P 5 F
- 2. O NP 3Y 0 AD GI
.T 0 g RN I C 0
E B A F O 1 US E L ,V K TM SE UV C
) OA AD S RE E PB 0 B L A C 0 L O M N A
RR OO 5 AL F R FF E 56 - B 22 U M ST EO S E 33 GG.. A RR I I C UP R FF ) O TL U EE S L CA T EE, D U C C N R M RI TR U R S E SS( ( O C E T SD T F PI E S ,V SI FA T NI T P O D AL N L L Y A O L GN M FC L F D D I 0 1 M I NO I C L L D D A A ( R E A N A O O E AS A L L M E E M O I 9 I L SG L T G T CN M DN I T C C A A R E O NP P D I 8 HY AP I A M T EL P OT I S R M MO I TA M AF E I y {g % g 7 SM DI X BS N P R \ ' t I 6 OO O0 \ \ P R F (6 \ SP M d
\
\
I 5 E P RA R , S OT D \ CN I S \ I 4 NE M P 5 A/ V) IGI P5-1 / RO 3 1 / I 3 OT 4
/
/ E L .
M /l I j
' 2 MLG I
TW F EI I / / EYE
/ HRE
/ ' 1 T D (S
/
M -
- O g b D 0
0 g 1 M 56 $ . $" so m$m0E g<,r~ [cQ o 1O $z CQdzo p oOm - @Jz M N ' n[or[1g~O !a e L^ ,g. s cs; " 8 $ mgc znm mO g y-o w@ o o o M "&V Nuc ec@> nm" D o$c h Ufr - oyQ: r".$ n S cmA F $
I I I 20 18 NOTES:
- 1. LOAD TO BE APPLIED ONLY TO SOLID AREA I 16 -
OF THE GRATING
. OR DURATION OF LOADS SEE FIG 3.2-3
- 3. THERE ARE NG 6MPACT LOADS ON GRATING I
- 14 -
I j 12
- i P
I i! 10 5 I $ 0 8 5 8 - 6 - 4 - I 2 - I ! O I 0.5 0.6 0.7 0.8 0.9 1.0 1.1 OPEN MEA FRACTION Rev.1, 7/3/77 1.2 I HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Units 1 & 2 f }}} PRESSURE DROP DUE TO FLOW ACROSS GRATING AT GROUND FLOOR (EL.142.50') FIGURE 3.2-2
M M M M M M M M M M M M M M M M M M M 30 - THE TIME ORIGIN CORRESPONDS TO CLEARING OF DRYWELL TOP ROW OF VENTS (COINCIDENTAL WITH THE IMPACT ON BEAM LOWER FLANGE) o E j20 - O z
- w. y E USE FIG. 3.2-2 TO DETERMINE THIS VALUE N O A E 3 10 - j l
!E o 1 0$ hO
$$ 3$ 1000 i A-E n 37 500 O
*r !C wO
< > TIME (Milliseconds) mm>O 2 J 5 00 ?d m 37MS WATER TRAVEL TIME USE FIG. 3.2-2 AND REDUCE w ACCORDINGLY TO THE yrm oz
- 0 ., (BEAM DEPTH ASSUMED 18)
. r :o So eg LOWER FALLBACK SPEED
" rO il m Oz Y" eo 19 z er f2;0 i; O 'I .
i i .,
\
( 1 [-. l W L t L, ( [. 7 20 - i e FROTH IMPINGEMENT (UPWARD LOAD ON FLOOR ONLY) 15 - o G Q. t
,i ,0 -
/
O
?
E NOT 5 - 0 0.5 0.6 1.0 THE TIME ORIGIN CORRESPONDS TO CLEARING OF DRYWE TOP VENTS (APPROXIMATELY 1.00 SECOND AFTER LOC L .. L_ ? f .I L' 1634 241 L
f I AP (11 PSID)
- 1. DATA BASED ON HCU FLOOR LOCATED APPROX 20 FT ABOVE POOL SUF. FACE (HWL) 10.0 0 3.0 4.0 4.5
\ &_
T l APPROXIMATELY 1.0 PSI FALLBACK I AND WATER ACCUMULATION Rev.l. 7/8/77 HOUSTON LIGHTING & POWER COMPANY Allens Creek Huclear Generating Station Unit 1 LOADS AT HCU FLOOR ELEVATION - DUE TO FROTH IMPINGEMENT TWO-PHASE FLOW FIGURE 3.2-4 1634 242
I 30
<1 I d DETERMINE THIS I m gyy SEE A VALUF. FROM THE CURVES BELOW E2 I e Q 0.5 I
DIFFERENTIAL PRESSURE VARIATION WITH TIME
~T (SEC)
I 26 - FLOORS DURATION 0.5 SEC I - A : 1.5 Pg 7 I 5 E [<1 22 - -
\
N' ' '
/
/ %
gxsgxxxxx 2 I a 5 e3 -
/ b/2 A
" hP g g 10 I
[~ ARRANGEMENT A )_ ARRAN5EMENT8 I ' b/2 w s
/ p s
I e C MENT B I 16 - If I 14 - ARRANGEMENT A 12 - I 10 O I 10 I 20 I 30 40 I NOTE: POOL SWELL WATER UPWARDS VELOCITY 40 F/SEC. RATIO a/b Rev 2,12/20/79 I HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit i DRAG LOAD ON PROTUBERANCES I IMMERSED IN THE POOL FIGURE 3.2 5 I 1634 243
(REF: ELU/O MECHANICS, VICTOR L. STREETER,5th ED. MC GRAW HILL) BASED ON V = 40 fps BASED ON V = 35 fps I BODY SHAPE DRAG COEFFICIENT
- CD PR ESSUR E DIFFERENTIAL (psil (SWE LL)
PRESSURE DIFFERENTI AL (psi) (FALL BACK) I CIRCULAR CYLINDER 1.2 FLOW DIR-ECTION 13 10 I ELLIPTICAL CYLINDER 0.6 0
}
2:2 7 s ELLIPTICAL 0.32 0 4:i 4 3 CYLINDER 4 ELLIPTICAL 3.2s 0 8:i 3 2 CYLINDER 4 SOUARE 2.0 22 17 TRIANGLE 2.0 A 1200 22 17 t TRIANGLE 1.72 120 0 19 14 TRIANGLE 2.15 90 0 23 18 TRIANGLE 1.60 90* 17 13 TRIANGLE 2.20 60 24 18 TRIANGLE 1.39 60 0 15 12 TRIANGLE 1.8 30 19 15 TRIANGLE 1.0 30* 11 8 SEMITUBULAR 2.3 b 25 19 SEMITUBULAR 1.12 12 9 I 'THESE DRAG COEFFICIENTS ARE CONSERVATIVE BECAUSE THEY ARE FOR LOW REYNOLD'S NUMBER FLOW CONDITIONS I 1 A P ICABIL Y N BE DEMONSTRATED Allens Creek Nuclear Generating Station Unit 1 DRAG LOADS FOR VARIOUS GEOMETRIES I -- (SLUG FLOW) FIGURE 3.2-6 I 1634 244
II l,
* 'T
~
!\
n D"* Ti _oo o dJ.. .:a
!{ PRESSURE PS h
i* 20.0 - f' CONTAINMENT SHELL 50 PSID
% STATICALLY APPLIED
+--
/
- 0
~
4-_ HCU FLOOR *-- 11.0 PSID PEAK ELEVATION PRESSURE h d -j na
" F w
TOP O F POO L SURFACE *-- \ E ADD y \ HYDROSTATIC PRESSURE CEN R LINE TOP PRESSURE PSID SUPPRESSION POOL b - 20.0 --------- y BOTTOM LINElR > l l
'/ 10,0 _________ .
i
/_10.0 PSID PEAK BUBBLE PRESSURE (1) l
- a. DISTRIBUTION ON CONTAINMENT WALL O r 7 + 0.1 TIME AFT
- c. INITI AL NOTE (1); FOR THE PURPOSE OF CONTAINMENT STRUCTURAL RESPONSE EVALUATION THIS LOAD MAY BE CONSIDERED ASYMMETRICALL DISTRIBUTED OVER HALF OF THE CONTAINMENT PERIPHERY.
- 1 s_
i i i t n ' \, 1 6 3 4, <,4 3
D**D *0 7 '[\ ! Cw W ,
.L u I 5.0 PSID STATICALLY APPLIED ,,,,,,,,,,,,
/ '/////
--* DRYWELL 7 11.0 PSID
/
TIME EF 1.5 5. , a u o o o
- d. " FROTH" PRESSURE TIME HISTORY ;
11.0 PSID PEAK /
/ HCU FLOOR PRESSURE h
. /
/
a P / d h d +
/
E W
/
/
[/ OPT OF POOL e m E / "
/ SURFACE
[f
' ~-
- [ *'
y ADD HYDROSTATIC [j PRESSUR E 21.8 PSID [ QOFTOPVENT k f/// U SUPPRESSION INE 21.8 PSID PEAK BUBBLE PRESSURE
- b. DISTRIBUTION ON DRYWELL OUTER WALL T + 0.5
***I FOR y $ y T = 1.0 sec.
BBLE PRESSURE TIME HISTORY FOR y > y,, T = 1.0 + (y . y,)/40 (sec) WHERE r = DELAY DUE TO FINITE POOL SWE LL VELOCITY y = HEIGHT ABOVE BASEMAT ft. y, = INITI AL POOL DEPTH ft. (BASED UPON 40 fps POOL SWELL VE LOCITY) ' 7 YMAX "Yo + 18 f t b Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY
.' Allens Creek Nuclear Generating Station Unit 1
~
POOL SWELL PRESSURES ON CONTAINMENT AND DRYWELL WALLS FIGURE 3.2-7
= 5
=.
r b /
- [
~
/
; 21.8 PSI I
a e h :s
~
2 ! ;$ E d 10 PSI---------_
$8 4 _ ._ ___
i k i # l 8 9 i I f I
/
l fflf////////////////////l
- L/2 q ,
?
J BASEMAT RADIAL DIMENSION i NOTES: __f 1. FOR PRESSURE TIME HISTORIES SEE FIG. 3.2-7C 7 2. ADD HYDROSTATIC PRESSURE TO THE BUBBLE PRESSURES h J l a Rev.1, 7/8/77 i HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1
]
jh}k 2k7 BASE MAT RADI AL PRESSURE DISTRIBUT'N DURING BUBBLE FORMATION FIGURE 3.2-8 s i
-e i -:T.
DRAG LOAD DURING VENT CLEARING (OUTWARD DIRECTION ONLY 60 OR 30 F/SECWITHIN WATER JET)
?
PRESSURE BUBBLE PRESSURE (OUTWARDS AND UPWARDS i y / DIRECTION SEPARATELY CONSIDERED) 21.9 PSID s ( V l m
\ DRAG LOAD DURING POOL SWELL (OUTWARD j AND UPWARD DIRECTIONS FOR ALL STRUCTURES)
! TIME OR! GIN ,
COINCIDES WITH 0 1.0 TIME (SEC) 5.0 3 LOCA INITIATION 60 F/SEC 30 F/SEC DRYWELL ' REGION
~ ~
REGION WALL g 80
=
I 0 12
--~~
THE WATER JET IS NOT A LOADING I f =,
/ CONDITION FOR THE CONTAINMENT STRUCTURE ;
k I VENT I I
; CONTAINMENT WALL
______ l i I
?
/ 10 - - - - - ~ ~
I, m j _ 13.0' NOT TO SCALE
--7 J Rev.1, 7/8/77 HOUSTON LIGHTING & POWER COMPANY Allens Creek Huclear Generating Station Unit 1
'l; VENT CLEARING WATER JET GEOMETRY 1634 248 FIGURE 3.2-9 9 d
= _______. .
4 T
~1 Figure 3.2-10 has been deleted 1634 249
M M M M M M Q W W M M M M M M MMW W M M NOTE: 1
- 1. CURVE B-C-D APPLIES TO HORIZONTAL RUNS OF PIPING "
- 2. CURVE B A-E APPLIES TO BEAMS AND SMALL FLAT STRUCTURES
- 3. ONLY DRAG LOADS ARE APPLIED NOTE 2 ABOVE THE HCU FLOOR FROM VELOCITY DETERMINED BY E e A DECELERATION WITH ELEVATION.
115 NO FROTH IMPACT. NO DRAG
, LOAD ABOVE 30 FT. - FOR DURATION 7 SEE FIGURE 3.2-1 LrJ G
FOR DURATION OF APPLIED LOAD N O. BETWEEN 18 AND 19 FEET, DETER-W E 60 PSI C MINE BY LINEA *1 INTERPOLATION O @ 00
% OF VALUES SHOWN ON FIGURES g \ 3.2-1 AND 3.2-4 g NOTE 1 n.
FOR DURATION [ m I tc g g g l SEE FIGURE 3.2-4 IS y CC T$ "N 50 30 - yw r l
> m'* % O? G l s 2! ! $ l v 15 PSI
$ mmc l lB
$O 5o OZm$m kO
- p l
1 i AT HCU FLOOR I m T E -fy "wcm :E 0 18 19 L:oj>n jg "Am]@ 5m = HEIGHT FROM POOL SUHFACE FT nr *; n mm8>
<rE "O
> r aI m og f NOTE: NOT APPLICABLF TO THE STEAM TUNNEL OH 2rH 3 z EXPANSIVE HCU FLOORS r 4
n u -7 n o
,f e
- 3m
=
2 _ I r oo 5 4O
') E o a ca 2
u. O
~ _
~
mz ci o
-, s N.
6 p z i cc A j ~ n w
~
y_ 1- _e_ J -
- m Y5 I
J
- N.
=
---=-'
l I
' f I I I o
" * * " " *
- N m T i i
2 J (P!Sd) 3BnSS3Hd Rev 2, 12/20/79 1 HOUSTON LIGHTING & POWER COMPANY ". Allens Creek Nuclear Generating Station
, Unit 1
~
; 1634 251 CoNDeNsATN. osCiLL soRCiNo FUNCTION ON THE DRYWELL WALL 0.D. ADJACENT THE TOP VEN T
_ FIGURE 3.2 12 j
m A i
-b Q . --~
y I FREE SURFACE g
~
i <
~
\ LINEAR ATTENUATION 1 FR E SURFACE Y ,,
\,1.0 0.15 TOP l. D.
i VENT 3 : 1.0 --+- a
, = -
J = f -
! d
~
d $
/[u 4
; < = - -
a a s z d m
/
/c e
- :s z
a g - 2 73 8 -
,/ s -
8 U
/v
[0.24 BASEMAT 0.15 0.15 0.24, , ,, ,, ,,,,,,,,,r y v v " " " f " "" ^ LINEAR ATTENUATION FROM i DRYWELL WALL TO CONTAINMENT WALL ??;
=-
Rev 2, 12/20/79 -i HOUSTON LIGHT!NG & POWER COMPANY i Aliens Creek Nuclear Generating Station Unit 1 CONDENSATION OSCILLATION LOAD SPATIAL DISTRIB. ON THE DRYWELL 1634 252 WALL. CO"T^i"ue"T WALL & BASea^T FIGURE 3.2-13
k
, g PULSE (PRESSURE SP!KE) b 8
E s [ j POST--CHUG OSCILLATION (BeatSIN St) E E o. N v v~ m
/ --am . d SEE TABLE 4.1 PRE-CHUG UNDERPRESSURE ABw $, AND d WHERE w = r/0.125 a = -0.55/7 S = 27/r I
Rev 2. 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 147A 1 v J 't d } TYPICAL PR ESSURE TIME. HISTORY ON THE POOL BNDRY.DURING CHUGGING FIGURE 3.2-14
M M M : ^ G M U H C D N O M C E S M 4 M M S G U M H C c e N . s E ce m E s 4 M W5 T id s l EO BT D1 c 8 p b _ O ; e; id1^ _ M I R E s 6 m 8 s p d c e P 2; 3 s .
> m .
G c 2 e id M 1 U s s H m p C 0 0 ' c T 3 : 6 l e 1 s S R : m M I F c
'" 8 s
e m id s p 0 4 0 M 4 4 5 l 4 c e s m
; 5 M EE $3t$24-I M Nm# w' gN3R3 20$ oZ C S !- b P mo m= noI2z<-
M >=S n*I ? $-0 Ps D -
- va*oa C*"
mmN T mE5 Cbm M>E _z hot M' <@4 8M O nI OO ZO n5E* [ bA Ngb
^
M
I b JL e a
=
u O e
=
a m S
=
u 8
' z d w3 ,
c we - e o' a on e a i a ri, N l E g g o o e
= E 8 o o o y
> m ei -o
$ __E
- u. a m S B E o g 8, v v v S n "
a . (91) 30niridWV Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 PEAK FORCE PULSE TRAIN IN s ,2 5 ,.3 TOP VENT DURING CHUGGING l 34 FIGURE 3.2-16
W t u u s u W - A G U A W H C D N O C N E S M 4 M s n u W r u u S u G W U H C c c Ne s e s E m E 5 W VO RT E lb 0 4 1 B D 1
=
0 1
- c. r 3^
O W i R E P 5 s m 2 : d : c u m G c e h
#A 2 1
W U H C 0 3 s m 0 0 3, T : 5 c S 2 l e s IR : m W F c e s m lb l 8 0 0 4 0 0, W : 4 : 1 9 ,*
,m c
e s
*S W 3 @s3n.2 B
u u u W xC D ~ ,;15j: Z C. oz CEdj P ,oxm" nOI o W >= n .," [ p .*
.>Z<-
o ; .s. a 5= M o1a" s >< am On m T rvm iy_Z i z u , - UCh I W
-l
_ <yi - OE go b_zO
- UA -T5@r T wyi N I
N
W N W : A G W U H C D N O W C E S W : W W S G W H C U Nc c e E u s E 5 m W W T O E T id 4 1 B1 D= 7 s p O : c : W I
. d .
R u E P 5 n 2 : is 5 1 p d : c e s
- m _
G c 2 . e W U H C 0 s m id s p
- 1 _
T S 3 : O G ol' c e s _ IR m W F c e s id e m- 8 m s 0 p 4 4 M 4 : 1 2 e m' c e s m
- - S W 3E,. $ab$s4 M
M E < N* gNN m4 I0c_ 2* O;>-@;r Q* za z2?:5-o _ g , gmM orwei=
; ~
'>z <- _
o M ><m:gm
,O" < mm
. zi ogE
- m _o D;t$
gco g?o 2z T~oCgm
- Lco W
M n. W
.Dwh NtN
- -e - W - N W W W m W W IWus' W W 1WuW N W PRE-CHUG UNDERPRESSURES PULSE (SPIKE) AND POST-CHUG OSCILLATION AND DURATION DURATION "d" AND FREQUENCY PEAK (A) MEAN (A) PEAK MEAN PEAK (a) MEAN (B) ,
-5.8 PSID -1.3 PSID 100 PSID 24 PSID 16.50 PSID 12.2 PSID DRYWELL WALL 125 MS 125 MS 8 MS 8 MS 10-12 Hz 10-12 Hz
-1.3 PSID -0.6 PSID 3 PSID 0.7 PSID 11.7 PSID 11.00 PSID CONTAINMENT 125 MS 125 MS 2 MS 2 MS 10-12 Hz 10-12 Hz
-1.8 TO -0.78 TO 10 TO 2.4 TO 12.1 TO 11.29 TO BASEMAT -1.3 PSID -0.6 PSID 3 PSID 0.7 PSID 11.7 PSID 11.0 PSID 125 MS 125 MS 4 TO 2 MS 4 TO 2 MS 10-12 Hz 10-12 Hz p
EO Y ['0O
= g w = n/0.125 O* to t h jC D a = -0.65/r P = Be -0.55 7 FOR 0.08 < t <.1 SEC.
. 3C WO O SIN (T s OOg = 2n/r a iE E C.-5 o .. O__A
'Nr o _
h a s ia \/ 8 is CD 5" P = AS IN(O. 5 "n5
a U
\
7.5ft. 0.22 9 3 ft. TOP VENT -
,, s,
- 4. n 2ft.
f
) 1.0
^
_J 4 H 3 2 d $ uJ 2 cc 2 8 0.31 BASEMAT 0.22 0.31 ' Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Huclear Generating Station Unit 1 SUPPRESSION POOL CHUGGING NORMAllZED PEAK UNDERPRESSURE RADIAL ATTENUATION FACTOR, F a FIGURE 3.2-20 m 1634 259
W , i i N E O N R I T UU S i 0 S BI N W E R TI P RO S T I i 8 1 R I A E DU i D EL W N RA U UV G SE i uE D ids S ll R A p C PO 8 W P E L L 5 R AC I I O i i F TR T , i NT 0 O EE D , 9 E RM E W D EM U F Y L Z I s. T MS A I i L UA M S: P C i R R R W E M T O N A CF N 1 I O O 2 3 i i
)
- s e
e W - _ - - i d ( r g e 0 H T W i i U M l Z A W i e W i 0 9 W i i M e i i i M 1 0 8 1 i M 6, j 2 0 8 6 4 2 0 M 1 ) 1 1 0 0 0 0
. 7< " . [3aNM u
z e 5OZ g g y o p. ogmn@, Z< M h[* n :w g2- a,O$ j g-.[- c3. - 0 gcE nmmmh >r>d m$ > b . n M >nuom'* nc . <Mp-
,> mar 5 nOZHbE@-
n5e:0 m w.M b ~ M h
- g# NCa '
W s 5 5 u l l
\ l l l 1 i
.N l
I l l l ' l l tI i i i N h $
> e ____
ll h es
- d y __
, d "k ~ :
q 3 . 3 --- I a m N (/ *--T N g i N a l i a N [*--9 le$d i = I i i l i 5 l I n--Q gy I
' 1 I I i I t
@ v N i i $
N vi e. o E i e. 7 , pael) 31N3A dO1 IAIOWd 3DNV1SIG Rev 2,12/20/79 z HOUSTON LIGHTING & POWER COMPANY Allens Creek Huclear Generating Station Unit 1 SUPPRESSION POOL CHUGGING SPIKE DURATION, d FIGURE 3.2-22 1634 261
E 3 8 U L I l l ! ! l l ; o o 3 9 E 3 8
- n. 8 0 o e R
>Ill 3
=
r g o . _
- a.
/ o h s cs " 5 I, $
I ".!
- c. I a
d a 1 0 g l
- l 1 l $-- 1 I t
C , - t i j g a , I I f fl l l l , D* @ 9 N N w to to o e g a e a e " y O' (281) 3 IN3A dO1 WOud 33NV1SIG
~
Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 RADI AL PLANE ANNENUATN. FACTOR, FSR, SUPPRESSION POOL CHUGGING a PRESS. SPIKE AMPLITUDE (NORMALIZED) FIGURE 3.2-23 1634 262
W I W N O I T d U is 0 W B N I RO TIT 0 0 1 p 8 1 S I A F DU O 8 E L W R A D U S E O V A i r S D L 8 E R PO A A K W L A C L E P I TR I O ' NT T 0 D l E E 9 W RM EM F Y E Z I L MS A S: C UA M ' R R W E T O N R I CF OO N 1 2 ) s e e W ' d ( r g e
- ~ - 1 - - - -
f
- ~ -
f 0 H T W ' U M I Z A _ W ' . W l 0 9 W ' 8 8 W i i i W l 0 8 1 i W ' 6 4- 2 0 8 6 W 1 1 4 1 1 0 0 4 0 2 0-0 NO "- ~" "oQ$ of xOwgZ Cox!za , o m* noiE< W EI n3: Z arR oSk5* " aE f-: - Ompr mxmzHgr n E 8 EOu,' m W o dNmpdde m>njx n m EprIhIDa" i mom ; c . Ozd. oO 8 Eo.o.a<cm! n_ m wIE W h CuA Nwu -
=
U a _ 7.5 ft. 1.0 0.25 3ft. TOP VENT q, 'r 2ft.
~
_ h
)1.0 J
N H n 5 J 2
$ E n <
~
~
c 0 0.32 BASEMAT 0.25 0.32 ' Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMP, NY Allens Creek Nuclear Generating Statici Unit 1 SUPPRESSION POOL CHUGGING NORMALIZED PEAK POST CHUG OSCILL. RADI AL ATTENUATION F ACTOR, Fg FIGURE 3.2-25 1634 264
W _ i _ W ids p 5 , W 6 F O i 8 1 0 D A O W L _ K _ A . E . P . W O T D E . Z I i 0 L 9 W : A M R S O E T N , O W N 1
)
s e e W , d e r g ( 0 H T W , U M
, Zl A
W , W i 0 9 W , W N i 0 8 1
~
W G 4 2., 0 8 W 1 1 1 1 0 6 0 4 0 o 0 2 0 wf< D ot- ~t3osye u o W Iocw4oZ - r5_z .zO r Sm" nar?Z E 2 ,,n; ; zca [ 0 : a I *w g s' ' c=.- o mnETmmmzi_ gr >dm$ka5Z W i 9hnao? m2 mom oo i- y co om0 CZ fT- oCm m w~w L e W xcus N&L i J
v m 9 7.5 ft. 1.0 0.45 t 3 ft. TOP VENT Q, - ll 2ft. h
)1.0 a
d Z 3 w a E a Z W 3 I H
> z
@ 0.5 BASEMAT 0.45 0.45 0.5 1634 266 Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 SUPPRESSION POOL CHUGGING NORMALIZED MEAN UNDERPRESSURE &
POST CHUG CSCILLATIONS ATTENUATN. FIGURE 3.2-27
=
7
~
0.03 / 7.5 ft.
; 0.2 0.4 0.0 0.0 1.0 0 2 '
i ! ! d SPIKE PEAK PRESSURE
$0 TOP VENT q, a.
O -2 E o E -4 z 9 y -6 8 d a <c s
.u -8 3 5
-10 E 5 ce z BASEMAT O e
0.1 0.03
# 0.03 0.1 I- 1634 267 Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 SUPPRESSION POOL CHUGGING NORMALIZED SPIKE ATTENUATION FIGURE 3.2-28 w
U a - f 6 2.0 7.5 ft. 4 ^ 2 4 6 8 4.5 ft. 2 ' l l = DURATION (muc)
~
0
" h " TOP VENT q, g - -
g 0.5 ft. b
> -2 l '
- c. H H
s -4 O s a: E L < 2 -6 Z 9 8 E
> -8 ua NOTE: APPLIES TO BOTH u"s PEAK AND MEAN PRESSURES 4.0 BASEMAT 2.0 2.0 4.0 _
1634 268 Rev 2, 12/20/79 HOUSTON LIGHT!NG & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 SUPPRESSION POOL CHUGGING SPIKE DURATION "d" AS A FUNCTION OF LOCATION IN THE POOL FIGURE 3.2-29
i PRESSURE PULSE TRAIN _t l
'[
40 MSEC t 30 MSEC _t_ 25 MSEC i
,i 'i' 'l Pj
_ PR E-CHUNG UNDER- _ PRESSURE j 3 } j 0.277 P j w f 34 P j W L TIME, t
< P 2
12 MSEC 0.08 5 5 28.5 8 8 12 12 14 SEC MSEC MSEC _ MSEC
, ; MSEC , MSEC, MSEC , MSEC ;
MSEC NOTE: EACH PULSE IS TRIANGULAR WITH THE RISE TIME EQUAL TO ONE-HALF THE PULSE DURATION. 1634 269 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 TYPICAL PRESSURE TIME-HISTORY FOR WElR ANNULUS DURING CHUGGING FIGURE 3.2-30
M M M M M M M M M M M M M M M M M M M 1.6 -- NOTES:
- ~~
- 1. CIRCUMFERENTIAL PRESSURE DISTRIBUTION FOR ASYMMETRIC LOAD EVALUATION
- 2. NORMALIZED TO PEAK OF -2.2 psid 1.2 - --
1.0 - - - o S
- u. 0.8 - -
0.6 3 m I $' 3 0 hOn c g
*O
." 0.4 - --
O OC nZ
- Si?%
omm 5c x- o 5 o m_ ms x 2 m 2 O mc m m z ed 4 e 0.2 - -- oz c mmd
- o fra
~ O i.a U o" Ek$a $o LW s bEr m zg
- 3. g 0 i ii e i iii i l i i i i 1_ i ie i i e e i e s ie i e i i I
-180 -90 0 90 180 mcc
>o> .5 n gm3 yQ AZIMUTH (degrees)
N c oo :r. m o r mZ c 8>z cn 4
1 NORMAL POOL WATER LEVEL 7.5 , . 6 - WEIR ANNULUS WATER LEVEL WHEN CHUGGING LOAD OCCURS 4 -
~.;
eJ 2 _ ~ l j i l l l l l , Q OF TOP VENT o P-b -2 - 5 _4 _ DRYWELL s 12 0
-6 -
NOTES:
- 1. WEIR CHUGGING SPIKES.
VERTICAL ATTENUATION
~ ~
- 2. NORMALIZED TO PEAK AMPLITUDE OF 43 psid
-10 -
BASEMAT l I # I I l 3 0.2 0.4 0.6 0.8 1.0 ' NORMALIZED PEAK PRESSURE
\
Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 VERTICAL ATTENUATN. FACTOR, Fw
._ FOR WEIR CHUGGING SP!Kc AMPLITUDES FIGURE 3.2 32
W i W N O I e e T U B N 0 W. IRO TI S T i 8 1 I A id DU s p e EL RA W UV S E S 3 4 F i E D O i RA K PO A e W L L AC I I E P O i TR NT T i EE D 0 RM E 9 W EM F MSY A Z I L e i UA C M R R R S e E O ON W T O N I CF 1 2 i e
)
s i e e W - ~ - i d ( r g e 0 H T W e U M I i Z A W i i e i W I e 0 9 i . W i i e W i e W i 0 8 1 i W e i 6., 2 0 8 6 4 2 W 1 1 1 0 0 0 0 0 W y H'3 O ode o} x GOZ r E!zo , oOgm n
>Z<-
W h[e n " Z n e2 o.3g .j E: - o3 ORCsnm" z45r > Am E> W GOM n n mm n i r
$ s._M oI@
CicDm n 5c25 'sg N W
d 6
'm
?
s g P MEAN * -0.65 sin xt/0.08 h FOR 0 < t < 0.080 sec. w _ E TIME
-0.65 O.080 sec.
1634 273 Rev 2, 12/20/79 HOUSTON LIGHT!NG & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 UNDERPRESSURE DISTRIB'N ON THE WEIR WALL & DRYWELL l.D. WALL DURING CHUGGING FIGURE 3.2-34
W W W G U A W H C D y N O C W E S I M l M _ M . S G U . M H C c e N c e s E s m E5 d 4 WO i' 1 M TT E B 1 k
=
D O
- c>
e i id 2-I m s c R M E P 5 2 : p e s G c 1A 2 1 m U e s H m d id M C T 0 3: i s 8=" p l\ ' ( l c 1 p s S 4 R I
- h /
e s m F ; c 8 M e s m id d 0 s p
* - is 4 p 5 $' ,' 1 c G.
- e 3 M '
I m. s c 5 e 0s 8m M $$ $3b$24
- Guz. NwO W E4
- E$}
ZOg - g, o:m nE-o z <- W > O@ Q!@ 2 "c,R ; . o.$3=a T2S gm c = o 2 m= m. p O*<E$-C w* o- dn2 $p% W - g C pO 9c o'sO u .7a 3O ;A W
4 WEIR ANNULUS POOL SURFACE ELEVATION DURING CHUGGING 2
~
l l i 0 - TOP VENT q t
; d_
=
L98
]lIi s -2 -
i 0
- -4 -
2 O k 2 O MEAN AMPLITUDE 15 psid - DURATION 5 msec H q j -8 - THIS ATTENUATION ALSO APPLIES TO THE CIRCUMFERENTIAL DIRECTION 1 I I I l V 0.2 0.4 0.6 0.8 1.0 NORMALIZED PRESSURE 1634 275 Rev 2. 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 NORMAllZED WEIR ANNULUS PRESSURE PULSE ATTENUATION FIGURE 3.2-36
M M _- I 8 1 M N O TI 6 A I 1 Z I L M A U Q E E 4 M R U S I 1 S E _ O R RE S ' P EV RW TL M TO EO KO I AB WL CO FAB P I 2
~ W A_ 1 M m '
S M S 0 A P I 1 ) W C M O L Y E T S O T S E S F L S ( R D I E W E EPS O VAN L M M ORED F K 8 I T R N C EI O A WC B T ' M N E V 6 M M A RE E T M T S AS I 4 WE S SN CE ' CD M EN O C ' 2 M '
- ~ - - ~
5 0 0 M 2 2 5 1 0 1 6 0 W WED$ men.JJW3>KO M
~ &[
- NN
? :< "'. o rN$ sM 1Oe 5 E C 0.z dZo
- g. m o yZ4 M t[*Oa$ c"r a j m $. o3 F:
HIm8* Do Csm g24 - g 0igmFr >C<kZah o$ g>cn r 5' M mmTr oo E$ mN nbCm$ 7 N M
20 - MAXIMUM WATER HEIGHT, V = 0 10 WATER ASCENDING S
~
d 0
!!l:
a: G TOP OF WEIR WALL WATER. DESCENDING INTO O DRYWELL WEIR ANNULUS
- a. -10 -
O E DOWNWARD. UPWARD O VELOCITY ' ~ VELOCITY u. I -20 - m I
-30 -
-40 I i f f
-40 -20 0 20 40 VELOCITY (fps) 1634 277 Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit i VENT BACKFLOW WEIR ANNULUS WATER SURGE VELOCITY VS.
HEIGHT ABOVE WEIR WALL FIGURE 3.2--38
l i -= l
~
CYCLING FLUID TEMPERATURE I TIME HISTORY l -- j
- o 2300F
=
E a 20 - 1 l I I H I l cc I l w a l l E I w
- 100 l l l
~
a a : l E :I: I _ 0.2P 0.2P 0.2P 0.4P
=-.
O I I 0 P 2P 1 < P < 5 seconds a AREA OF APPLICATION
- .i i . . '.
a .- , .._ 2 ft. " N *
' S*'*' '
f -- a
'I Nh S [v N, s'd,N4 2h '
9y ,' gG'
]
2 ft. u ttttttN , ,3 ,,, i ggs ' 'i' @ g]
~
+ , + w +- s
;d ,k 2 ft. TOP VENT v 3,
i t -
'&ds'&$Nfolhx}'k m- s 's' s a $'
le s s " s' " #'%)e
.*4, ,.
OUTSIDE DRYWELL INSIDE DRYWELL WEIR WALL
; .d' .$' WALL WALL J v 1634 278 Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 DRYWELL TOP VENT CYCLIC J TEMP. PROFILE & AREA OF APPLICATION DURING CHUGGING 2
FIGURE 3.2-39
-2
W W W W'M'W W '-'M M W W M M M W W WIN WI!W W STRUCTURE: DRYWELL ACCIDENT: INTERMEDIATE BREAK (IBA) n LOADS DUE TO SEISMIC ACCELER ATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE WAVES HYDROSTATIC PRESSURE NOTE: POOL DUMP INCLUDED AFTER ADS SINGLE 5/R VALVE ACTUATION 6-8 LOW SET-POINT 2 S/R VALVES ACTUATED ADS ACTUATED" O p (4-25 sec)" 5 DRYWELL AIR PURGED TO CONTAINMENT = 3 psig 2 O DIFFERENTIAL PRESSURE ON DRYWELL OF 3 psid O O E k POOL HEATUP RAISES CONTAINMENT PRESSURE TO 5 psig Q DRYWELL PRESSURE DIFFERENTIAL MAINTAINED AT 3 psid 9 i l l CONDENSATION w CHUGGING OSCILLATION o *@ ~ i Sr l M 45 $ I p Zh
- TIME SCALE DEPENDENT UPON BREAK SIZE. MINIMUM VALUE OF t = 2 min.
]e mp c az 2So =. [ O
~'"
- 1 I
$ 5;o _. o @ 1.0 t' t + 10 L [' TIME AFTER EVENT, min.
n 1 a" 5' " ADD S/R :*VNAMIC LOAD TO STATIC LOAD DUE TO DRYWELL AIR PURGED TO CONTAINMENT. VAPOR PRESSURE AT 140 F.
=z -<
W W W W W M M M M M M M M M M M W W W STRUCTURE: CONTAINMENT WALL ACCIDENT: INTERMEDIATE STEAM LINE BREAK (IBA) LOADS DUE TO SEISMIC ACCELER ATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE WAVCS HYDROSTATIC PRESSURE NOTE: POOL DUMP STARTS AFTER ADS SINGLE S/R VALVE ACTUATION 6-8 LOW SET POINT 2 S/R VALVES ACTUATED ADS ACTUATED ** (4-15 SEC)*
- g 3 I z 8 O I O l c I 2 DRYWELL AIR PURGED POOL HEATUP RAISES CONTAINMENT PRESSURE TO 5 psig h TO CONTAINMENT = 3 psig DRYWELL DIFFERENTI AL PRESSURE MAINTAINED AT 3 psid 9 l 1
r $8 CONDENSATION 0 4 CHUGGING b c OSCILLATIONS O [U 5 : : l _ s is a i U 3 $ Q {
- TIME FOR ADS ACTUATION IS DEPENDENT ON BREAK SIZE. MINIMUM VALUE OF T = 2 min.
A E oi clE rn "/- 2. 3
- I I 1.0 r r + 10 min.
w gio --9 N Lh o Tu r = TIME AFTER EVENT CD S> E EQ CD O 5m Q 5' * ** ADD S/R DYNAMIC LOAD TO STATIC LOAD DUE TO DRYWELL g O AIR PURGED TO CONTAINMENT VAPOR PRESSURE AT 140 F
- a%
E
. . - _ . . . _ . . _ _ _ -==
a S m - E V A L W E E V C E m A F R L T N U E S V 0 1 L R ,
+
m O O P E P P t D U E C T U A m ) D N I L E V A C E B I L
- I
( M S m T N S I E S U L U D E T E O N A ID T N U . E A T in m C C A U D S R I E C A S
)
A 2 m i n D B = m K D W A D G t A A S F T L O O IN m - E R B L D N D A R N O I T D E G G U O E U N E V L E W Y T E A E R H L E R T A A C A 't DF L T S F U P V R m L A E I R A T M E O "0 C M T T4 AD U D A O C U F 1 WE T C E D E M A E UT R M L U U V L I N E DA I R R C L A I m EE WT
- N T
S E L N I A V R M S ( M E M I T D E AR O L S U I H P / Z S E S I R:T T M S CE F U E I R D K TP m UN T E CD O N O D L O L G N S E V A O A E R A T R SO UI O I S L B P RC I T P A D p OA T C A V) R N TV E m SA R E L E T O N Tce Ns I 5 O2 A U O P U T D AT ON L E 0 C P - O N , C M C E T E (4 E 1 I N A R D m C I M U S S SD WT OA E D A O G N E P MIA A T NN S E LU L TI N E YO I E R D DC S P 8T DNR EO C E m O T C I T A 6A REA AVE W L C L A C VT L iD e E U T T S V EG S U D O E RR O / M S U m S D A O R D Y I T
- D R DI P
L H AA m
- u l
m i Z9 @o O49
@< w~ N '5 s
e s 8cUO r Od8 p. -uogm o%E4 u h E*n2." E y-., f =ig - w(8 ce. ~ a r m _$ iE E>rr*r0$1g nIg<- o" _ ? u n 5Cmen"wL , s u n u
&Uz. NO" C
unsus unum muss umus ammu m usur unus m m mimi umu muni m m mumu m e m _. STRUCTURE: DRYWELL ACCIDENT: SMA LL STEAM BREAK (SBA) LOADS DUE TO THE SEISMIC ACCELERATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE WAVES HYDROSTATIC NOTE: 1. THE WElR ANNULUS WILL BE CLEARED TO THE TOP OF THE UPPER VENTS WITiliN A FEW MINUTES OF THE ACCIDENT. (TIME IS BREAK AREA DEPENDENT)
- 2. POOL DUMP INCLUDED (AUTO AT 30 min.)
ORYWELL ATMOSPHERE TEMPERATURE = 330 F 2 O SINGLE S/R VALVE NOTE: DURING COO LDOWN WITH CONDENSER ISO. LATED. S/R VALVES ARE OPERATED PERIOD-b- ACTUATION: ICALLY FOR UP TO THREE HOURS.
----________q o NOTE: CHUGGING CAN LAST UNTIL BREAK ISOLATEDOR l o DEPRESSURIZED. (NOTE TWO TYPES OF LOADS) ___________y U
g NOTE: NEGATIVE LOAD DUE TO FLOODING TO COOLING OF DRYWELL POST ACCIDENT IS NO g MORE SEVidRE THAN THAT FOR THE LOCA RELATED EVENT
<C 9
CONTAINMENT PRESSURE R AISED TO 3 p:i. m DRYWELL PRESSURE DIFFERENTIAL RAISED TO 3 psid 5 'n S $$ w k DRYWELL PRESSURE DIFFERENTIAL MAINTAINED AT 3 psid j Sy
- CONTAINMENT PRESSURE INCREASED TO APPROXIMATELY 5 psi m nz [
l- !C Do b "E n? ?-! C9 C i A :o z ?.ohb I l
'~ , rn c) - ~ s* 1.0 min.
w n- 3 hr. 6 hr.
-Po g p"? jj TIME AFTER EVENT n " 3. ~
V S n o "O m m S. k
? :s -<
STRUCTURE: CONTAINMENT WALL ACCIDENT: SMALL STEAM BREAK LO ADS DUE TO THE SEISMIC ACCE LERATION OF THE STRUCTURES AND LOADS DUE TO SEISMIC INDUCED POOL SURFACE WAVES HYDROSTATIC NOTE: POOL DUMP INCLUDED (AUTO AT 30 minj SINGLE S/R VALVE ACTUATION NOTE: DURING COOLDOWN WITH CONDENSER ISOLATED S/R VALUES ARE g OPERATED PERIODICALLY FOR UP TO TilREE HOURS. b CHUGGING: NOTE: CHUGGING CAN LAST UNTIL BREAK ISOLATED OR VESSEL DEPRESSURIZED. b O Z O U DRYWELL AIR CARRY OVER RAISES
@ PRESSURE DIFFERENTI AL = 3 psid 5
<C O k CONTAINMENT PRESSURE RISES TO 5 psig BECAUSE OF POOL HEATUP.
DRYWELL PRESSURE DIFFERENTIAL MAINTAINED AT 3 psi. X ? ee 8 z [Go P a n z rj E sc s 2! E L@ $
@gg f .-! D
- x m- c az i i
@ [6b 5 1 min. 3 hr. 6 hr. u . > -.., .c= o a j TIME AFTER EVENT N 7>5 n 5$ p CO 1 e a d 2. *U Z 4
- uses messer summen unsus amener' ~ uses ' ' ungus "' asser ' ' ' auge asses - unums asses - espus maus 'usar unser umme -
STRUCTURE: WEIR WALL ACCIDENT: SMALL BREAK ACCIDENT (SBA) LOADS DUE TO SEISMIC ACCELERATION OF THE STRUCTURES AND LOADS dud TO SEISMIC INDUCED POOL SURFACE AND WAVES. HYDROSTATIC NOTE: THE WElR ANNULUS WILL BE CLEARED TO THE TOP OF THE UPPER VEFRS WITHIN A
$ FEW MINUTES OF THE ACCIDENT.
9
!- ATMOSPHERE TEMPERATURE O
Z SINGLE S/R VALVE ACTUATION NOTE: DURING COOLDOWN WITH CON-O DENSER ISOLATED, PERIODICALLY g FOR UP TO THREE HOURS. ____________ Z NOTE: 3 CHUGGING CHUGGING CAN LAST UNTIL BREAK ISOLATED OR VESSEL DEPRESSURIZED (3-6 hrs) g ______________a a M O as
.y .m H
s e,- t n
- 55 5 I I I
{ ' g } 1 min. 3 hrs. 6 hrs. [f, o, TIME AFTER EVENT ON N 4 5 iO D L@ $.*:u N h S m i%
- as-<
NOTE: REFER TO FIG 3.5-13FOR OSCILLATING PRESSURE TIME HISTORY. SUPPRESSION POOL WATER - 5'-5"
+14. 3 PSID .(-8. 5 PSID)
LEVEL A A Y 20'-5 BOTTOM LINER :
. . , \
HYDROSTATIC PRESSURE ELEVATIO;J
\ CONTAINMENT 8
[! VESSEL
/
1.00 CIRCUMFERENTIAL MULTIPLYING FACTORS FOR i VERTICAL PR ESSURE DISTRIBUTION \ { PLAN Rev. 1, 7/8/77 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 PRESSURE LOAD DISTRIBUTION ON CONTAINMENT WALL DUE TO ADS ACTUATION - 8 VALVES FIGURE 3.5-1 i . _ _ . 1(d4 285
3 ( J Oa 5 ~ 5 "i ## Ee yg +18.6 PSID OR -9.9 PSID E< ra 1' JL ik in b Em = l= 2a0 : ; k . m - . ir [
/
HYDROSTATIC PRESSURE ELEVATION O I y _ 1.00 CIRCUMFERENTIAL MULTIPLYING FACTOR FOR I VERTICAL PRESSURE l DISTRIBUTION 0 l CONTAINMENT VESSEL NOTE: PLAN REFER TO FIG. 3.5-13 FOR Rev 2, 12/20/79 OSCILLATING PRESSURE TIME HISTORY. HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 PRESSURE LOAD DISTRIBUTION ON CONTAINMENT WALL DUE TO SRV BLOWDOWN - 19 VALVES FIGURE 3.5-2 3634 286
V a A
+20.1 PSID (-8.5 PSID) SUBSEQUENT ACTUATIONS
+9.6 PSID I-5.8 PSID)
FIRST ACTUATION g._g
,7 gSUPPRESSION POOL WATER LEVEL Y
A M h W i; i: i r D 20' 5 + C ^ g : C1 ELEVATION SYMMETRICAL ABOUT DISCHARGING LINE
.## s%i E CONTAINMENT VESSEL
'4' 90
%o 8
RYP1 - CIRCUMFERENTIAL MULTIPLYING _ ,[og FACTORS FOR VERTICAL PRESSURE DISTRIBUTION A NOTE: REFER TO FIG. 3.5-13 FOR OSCILLATING PRESSURE TIME HISTORY-Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek duclear Generating Station Unit 1 PRESSURE LOAD DISTRIBUTION ON CONTAINMENT WALL DUE TO SRV BLOWDOWN 1 VALVE FIGURE 3'5-3 1 6,3_4. 2 8 /
l i I I 5'-5 +11.6 PSID (-6.9 PSID) g SUPPRESSION POOL g { s WATER LEVEL
- 1. ~k HYDROSTATIC PRESSURE U 20'-5 +
I k 1 T y : SYMMETRICAL ABOUT THE MIDPOINT BETWEEN TWO DISCHARGING LINES
# 9 0
#o $ D9 h J
90
- 0. sy y CONTAINMENT VESSEL lE ClRCUMFERENTIAL MULTIPLYING FACTORS FOR VERTICAL PRESSURE DISTRIBUTION I
I NOTE: REFER TO FIG. 3.513 i FOR OSCILLATING PRESSURE TIME HISTORY. Rev 2, 12/20/79 i HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Section Unit 1 PRESSURE LOAD DISTRIBUTION I ON CONTAINMENT WALL D' E TO SRV BLOWDOWN - 2 VALVES FIGURE 3.5-4
! 1634 288
NOTE: REF ER TO FIGURE 3.5-1L .: OSCILLATING
; PRESSURE TIME HISTORY.
4 _ am CONCRETE DRYWELL
$5 '
1 55 OUTSIDE DRYWELL : h$ : INSIDE DRYWELL o "> : 36.5' RADIUS 41.5' RADIUS , ~ SUPPRESSION POOL +17.4 PSID WATER LEVEL TOP OF STRUCTURAL STEEL A A
-10.4 PSID.
/ a 5' 5"
] n s Y ' ' "
1ST ROW D I O [ - OF VENTS
,r
" s 4---
[ 2ND ROW 4.6" 21'-11" 20'-5"
+-
' OF VENTS y 2
e 5 ir d'
% > 3RD RCW 4'-6" BOTTOM LINER % :
_ OF VENTS u g E LEV.116.17 % i y n
; <--- : 3'- 11 " ~
9
%W6WgE%%WWWS*9?%WW(#@WNN
, NEGATIVE POSITIVE PRESSURE ELEVATION PRESSURE
=
DISTRIBUTION DISTRIBUTION k --=_ J 1.00 CIRCUMFERENTIAL MULTIPLYING FACTORS OF VERTICAL PRESSURE I DISTRIBUTION e *--* l l J ADD HYDROSTATIC PRESSURE
=; ALGEBRAICALLY i
JL Rev 2, 12/20/79
; u
; HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station PLAN "I'
, PRESSURE LOAD DISTRIBUTION
.j ON DRYWELL WALL DUE TO ADS ACTUATION - 8 VALVES FIGURE 3.5-5 1634 289 s
L mf 5'a 5
- a d
OUTSIDE DRYWELL - i INSIDE DRYWELL i 2 SUPPRESSION POOL 5e 2O
$ TOP OF STRUCTURAL
" STEEL WATER LEVEL @
\ A A
r A
-9.9 PSID 5' 5" 9".0" r 1ST ROW POOL DEPTH Y- : OF VENTS 20'-5" 'r 't I 8.6 PSID V
% r _ 2ND ROW 4,-6" OF VEr!TS , 7
+-- :
~
a _ 3RD ROW 4 6" BOTTOM LINER +-- > ,r OF VENTS
* ' Y I
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. . wcsawwwwcewamunwmwemwuwgramawswwr<we I y l3'-11" v
NEG TlVE POSITIVE I PRESSURE : PR ESSURE 1 '8" ELEVATION DISTRIBUTION l DISTRIBUTION l i i 1.00 CIRCUMFERENTIAL MULTIPLYING FACTORS 4 _.
% OF VERTICAL PRESSURE DISTRIBUTION
/
ADD HYDROSTATIC PRESSURE ALGEBRAICALLY f Y
\
l PLAN Rev 2, 12/20/79 NOTE: HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station REFER TO FIGURE 3.5-13 FOR OSCILLATING Unit 1 PRESSURE TIME HISTORY, CN CRYWELL WALL DUE TO SRV BLOWDOWN 19 VALVES FIGURE 3.5-6 1634 290
Y 4 o-3 INSIDE OF DRYWELL
! -12.0 PSID '- -
l' 28.2 PSID "
- .a'
.a. '
[ OUTSIDE OF DRYWELL : 4
--8.1 PSID i ;: 13.5
.) a '.g ;j ll PSID _ SUPPRESSION POOL WATER LEVELg j 5'-5" J 1 z L /c
+- - --o-
~*- ---->
3 A 4- M SEE NOTE 4 1
+ ----*
l r A
%YAWATAWAVc4VAMWMV4 VANS 1AWMc6YAWA16WM
{ VENTICAL PRESSURE DISTRIBUTION J SECTION A-A
) '
~. $yMM. ABOUT OIECHARGE LINE A+
) 9, @
c8 $" o 0 i O N9 TYP. = CIRCUMFERENTIAL MULTIPLYING FACTORS I OF VERTICAL PRESSURE DISTRIBUTION I A +I 'l ,
^
NOTES: PLAN VIEW 1. PLAN DISTRIBUTION OF PRESSURES CAN OCCUR AT ANY AZlMUTH. 2. ADD ALGEBRAICALLY THE HYDROSTATIC Rev 2, 12/20/79 PR ESSURE. 3. SEE FIGURE 3.513 FOR PRESSURE TIME HOUSTOM LIGHTING & POWER COMPANY
; HISTO RY. Allens Creek Nuclear Generating Station 4.
Unit 1 THE VALUES 13.5 AND -8.1 PSID RESULT FROM FIRST SRV DISCHARGE.THE OTHERS PRESSURE LOAD DISTRIBUTION ARE FOR SUBSEQUENT DISCHARGES. ON DRYWELL WALL DUE TO j SRV BLOWDOWN - 1 VALVE FIGURE 3.5-7
\ ()bb
i _j '/?- OUTSIDE OF .
- * . , . INSIDE OF DRYWELL .,' DRYWELL O. _ w '
SUPPRESSION . _ POOL WATER ,* T- ~ LEVEL J a , 5'-5" 2L e-9
-8.1 PSID : 4
; e- %
e- ~ 1 e W , t- +
' w ww -
,w w%v4w w VERTICAL PRESSURE DISTRIBUTION SECTION A-A
" A dE-SYMMETRICAL LINE o
4 92 o $ q2
?g
%.8 CIRCUMFERENTIAL e '
MULTIPLYING FACTORS OF VERTICAL PRESSURE DISTRIBUTION A ==E-I 1634 292 NOTES: PLAN VIEW ) 1. PLAN DISTRIBUTION OF PRESSURES CAN OCCUR AT ANY AZIMUTH. Rev 2, 12/20/79 i 2. ADD ALGEBRAICALLY THE HYDROSTATIC HOUSTON LIGHTING & POWER COMPANY i PR ESSUR E. Allens Creek Huclear Generating Station Unit 1 1 3. SEE FIG.3.5-13 FOR PRESSURE TIME PRESSURE LOAD DISTRIBUTION i HISTORY. ON DRYWELL WALL DUE TO SRV BLOWDOWN - 2 VALVES FIGURE 3.5-8 x
72
=
POSITIVE PRESSURE DISTRIBUTION 4 NEGATIVE PRESSURE DISTRIBUTION
! - ~ . _ ) g b p-i , 4'-7% m _
13'10%" _ CONT. VESSEL--*
-i
/ /
- +
i m a a
/a n DRYWELL f 6 p n a ,6 n ~"
G a
/' g .-
- m. a un m.
! -8.5 PSI
';" 3 y 1r ir if 'r 1r ,r ir 1r ,r u 1r y ,
j SUDPRESSION POOL LINER RADIAL PRESSURE DISTRIBUTION 9 a ir 1.00 CIRCUMFERENTIAL
# MULTIPLYING FACTORS OF RADIAL PRESSURE DISTRIBUTION
=
=
-e n - 4 __ n 1r
=
j NOTES: PLAN }h3k
- 1. REFER TO FIG. 3.5-13 FOR OSCILLATIONS Rev 2, 12/20/79
=, PRESSURE TIME HISTORY. HOUSTON LIGHTING & POWER COMPANY j 2. THE PRESSURE VALUES CORRESPOND TO Allens Creek Nuclear Generating Station MAX. VALUES OF 8 VALVES LOAD. Unit 1 i PRESSURE LOAD DISTRIBUTION
=-
- 3. ADD HYDROSTATIC LOAD ALGEBRAlCALLY' ON SUPPRESSION POOL LINER DUE TO ADS ACTUATION - 8 VALVES FIGURE 3.5 9 l
] POSITIVE PRESSURE DISTRIBUTION J
'~
m CONTAINMENT--> 6 ,.
,0 4
NEGATIVE .[ PR ESSUR E *- DISTRIBUTION \ .A
': DRYWELL l n A a a a A a n- A a n ,
! Q-O o. .
p E E
+
y q .- a c. = - if 'P 1' v ,r ir y y y ,7 ,,
^
f - 3. j - SUPPRESSION POOL LINER - - y POSITIVE PRESSURE DISTRIBUTION a 3
\ l m
; 1.00 CIRCUMFERENTIAL j MULTIPLYlf G FACTORS OF RADIAL PRESSURE DISTRIBUTION 7
i P T m
\
7 / l
\
i v 1 PLAN i NOTES:
- 1. REFER TO FIG. 3.5-13 FOR OSCILLATING 1634 294 PRESSURE TIME HISTORY.
'3 Rev 2, 12/20/79
- 2. THE PRESSURE VALUES CORRESPOND TO
) DESIGN LOAD FOR 19 VALVES. HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station
- 3. ADD HYDROSTATIC LOAD ALGEBRAlCALLY.
2 PRESSURE LOAD DISTRIBUTION ON SUPPRESSION POOL LINER DUE TO SRV BLOWOOWN - 19 VALVES FIGURE 3.510
F ""
)
L POSITIVE PRESSURE DISTRIBUTION I CONTAINMENT NEGATIVE PRESSURE DISTRIBUT ag 4'-7 %" 4*-7%" 9'-3" 8 i ; : : : : . s
' / -
+25.0 PSI
.a ,- ', * .
2 N
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2 ft m *
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,r u y 3r r e u v ,r u o a. ",
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-10.7 PSI -
A-BOTTOM LINER RADIAL PRESSURE DISTRIBUTION FOF. SUBSEQUENT SRV ACTUATION SYMMETRICAL LINE o q ' %,
? o 9, .
4 4 4 $ $lk CIRCUMFERENTI o.,,, MULTIPLYING FACT OF RADIAL PRESS 0.272 9 TYP. DISTRIBUTION 0.21 l 9
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NOTES: PLAN e W A b 5
- 1. REFER TO FIG. 3.5-13 FOR OSCILLATING PRESSURE TIME HISTORY.
i e
- 2. ADD HYDROSTATIC LOAD ALGEBRAICALLY.
') t} }
CONTAINMENT POSITIVE PRESSURE DISTRIBUTION N NEGATIVE PRESSURE DISTRIBUTION g DRYWELL 4 71/2" 4'-71/2" ; ; 9'.3" ,
+13.5 PSI . i r,'
s
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T BOTTOM LINER RADI AL PRESSURE DISTRIBUTION FOR FIRST SRV ACTUATION E 36u a6 Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 . PRESSURE LOAD DISTRIBUTION ON SUPPRESSION POOL LINER DUE TO SRV BLOWDOWN - 1 VALVE FIGURE 3.511
I -NEGATIVE PRESSURE DISTRIBUTION 4'-7 % _ , 13'-10 % I POSITIVE PR ESSURE DISTRIBUTION
+13.5 PSI 0'
/
I A
/
Y 1r d
/ c DRYWELL I +11.6 PSI y / n y
a
-6.9 PSI y y y y ,r ,r y v v -r I
r A , f BOTTOM LINER
-8.1 PSI RADIAL PRESSURE DISTRIBUTION I
,, SYMMETRICAL LINE o .
o h o o o I Dg o* 5k o 9 TYP. I
- CIRCUMFER ENTI AL MULTIPLYING FACTORS OF RADIAL PRESSURE
% DISTRIBUTION I 0.210 0.172 I
0.172 - I i I PLAN NOTES:
- 1. REFER TO FIGURE 3.5-13 FOR OSCILLATING Rev 2, 12/20/79 PRESSURE TIME HISTORY.
I 2. ADD HYDROSTATIC LOAD ALGEBRAICALLY. HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 PRESSURE LOAD DISTRIBUTION ON I SUPPRESSICN POOL LINER DUE TO SRV BLOWOOWN - 2 VALVES FIGURE 3.512 I
E L B L B
)
OU C OB) P Y X E F Y A S ( S T O C N N R M I TE A O T F P X E NU E S 3 EQ K
/
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)
P Y O O F N T P E NI S ( V I
) C. O I N G Y E E A V S SW E S
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j 5 E 0 R f C E E I 0 RI S A S D S E 0 N P S O S O P E E 0 R A P I T U S V R
- 6. E K
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( EE MB MR X UT T UE M S I A I H S 5 M I L X C 1 P[ HA A A 0 4 TV ME
+
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I I NOTES:
- 1) LOADS APPLY TO 90*-90 CONFIGURATION ASWELL I AS 120*-80 -800-800
- 2) F,, Fb AND F, ARE GIVEN 1
IN TABLE 3. 6-1 I c 34.3" % I I : u I ELEVATION VIEW
}
Rev.1,7/8/77 I HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 QUENCHER ARM LOADS FIGURE 3.6-1 I
m ORTHOGONAL INLET LINE LOADS F;
,_ AND M; FOLLOW THE RELATIONSHIP -. M.
F'. +
^
1 5 1.0 F, M,
! F; WHERE: F, = 10,855 LBS 3 g M, = 25,836 FT-LB i - - p i b
.a U
_a 3 E F; ____ 1 *
- o n l l
- s
'm a
N Mg M, d d I l # F, Fb j ( A ' J4 j ' =2 \ J CM b g h \ / n d I I ( _- Fg N i Mg Q]M, 3 NOTES:
- 1) LOADS Fb, Fe, AND Fg MAY ACT IN ANY HORIZONTAL DIRECTION.
- 2) MOMENTS M, AND Mg MAY ACT 1' IN ANY VERTICAL PLANE.
~
- 3) FOR VALUES USE TABLE 3.6-2 1634 300 7
d Rev. 1, 7/8/77 HOUSTON LIGHTING & POWER COMPANY
-2 Allens Creek Nuclear Generating Station Unit I j QUENCHER BASE REACTION LOADS FIGURE 3.6-2
9 j l i 4.0 LOADING COMBINATIONS 4.1 LOAD SYMBOLS
--i The following loads will be considered in the design of the Containment i Structures. Included in this list are all the loads specified in the j ASME Code, Section III, Division 1, Subsection FE-3110, 1974 Edition, including Addenda through Summer 1974 and ACI-ASME Code, Section III, 2 Division 2, Subsection CC-3220, 1975 Edition.
4.1.1 SERVICE LOAD CONDITIONS
! Service load conditions are any conditions encountered during construc-j tion and in the normal operation of a nuclear power plant including re-fueling. Included in such conditions are any anticipated transient
, conditions during normal and emergency startup and shutdown of the nuclear j s t e am supply, safety and auxiliary systems. Also included are environmental loads which are expected to occur in frequently. a) Normal Category
}
This category includes all loads which are expected to be applied -= during the normal plant operation, startup, shutdown and refueling I condition.
= D - Dead loads or their related moments and forces, including any permanent equipment loads, and prestressing load, if any.
Buoyancy force. due to normal groundwater level, wherever ap-plicable, shall also be included. 2 L - Live loads or their related moments and forces, including any movable equipment loads and other loads that vary with intensity and occurrence. L # - Live loads occurring during periods other than normal or con-struction (refueling, including polar crane loads, test, post-o ac cid en t ) . T o- Thermal ef fects during normal plant operation or shutdown con- = dition, based on the most critical transient or steady-state con-4
! dition. If the plant is not in operation, T represents ambient temperature (construction, test. refueling, post-accident).
T bd- Thermal ef fects due to safety / relief valve blowdown (one, two _a or 19 SRV operation) additional to T g. 1
=-
Po - Pressure ef fects during normal plant operation or shutdown con-dition, based on the most critical transient or steady state con-3 dition. } Pbd- Pressure effects due to safety / relief valve blowdown (one, two or 19 SRV operation) additional to P . Both the direct and t l1 feedback ef fects are considered, h}k )k 2 4-1 Rev 2, 12/20/79
-i mummi-s--imse ii-ii im
I Rg - Pipe reaction during normal plant operation or shutdown con-I dition, based on the most critical transient or steady state con-di tion. bd
- Pipe reaction due to safety / relief valve blowdown (one, two or 19 SRV operation) additional to R g.
Rr - Pipe reactions during periods other than normal or accident I ( refueling, post accident.) Fn - Hydrostatic pressure due to normal water levels in the pools. (Suppression Pool, Fuel Pools, etc.) B - Buoyant forces due to Probable Maximum Flood. 2 H - The lateral earth pressure under normal conditions b) Construction Category This category includes all loads which are expected to be applied I during plant construction. 5 T - Thermal ef fects during plant construction. c L - Live 1 ad during plant construction c c) Testing Category This category includes all loads applied during structural integrity or leak tightness testing P - Pressure effects during testing d) Severe Environmental Category This category includes environmental events and the resulting loads which will only inf requently occur. F,qo - Loads generated by the operating basis earthquake W - Loads generated by the design basis wind H' - The lateral earth pressure under earthquake conditions in excess of the normal lateral earth pressure H. 4.1.2 FAC70 RED IDAD (DNDITIONS lactored load conditions are those conditions resulting from a design
=
basis accident. a) Abnormal Category This category includes the ef fects resulting from a postulated high energy pipe break. 4-2 Rev 2, 12/20/79 g I
i J e P - Pressure equivalent static load within or across a com-a partment and/or buildir.g, generated by tre pos tula te d break, and including an appropriate dynamic factor to account for tre dynamic nature of tre load. I j P ~ bd T bd Pressure , tempe rature and reaction ef fects due to 8 ADS -s R bd peration during inte rmediate bre ak accident, additional 2 i to Pa, Ta and Ra 1 P - Pool swell loads including pressure type forces and i reactions from pool swell forces on structures and pro-J jections and feedback effects
. P c
Steam condensation oscillation loads including the dire ct I and tre feedback effe cts 2 P Ciugging loads including tre dire ct and tha feedback ef fe cts c ". 3 P - De sign exte rnal pressure e
} T, - Tre rmal loads unde r tte rmal conditions gene ratea by tre a postulated break and including T
, T - The rmal ef fects unde r trermal conditions during events e
! causing exte rnal pressure R - Pipe reactions unde r tre rmal conditions gene rated by g tre postulated break and including R R - Pipe reactions due to pool swell. I j R - Pipe reaction unde r tie rmal conditions during ewnts causing e xte rnal pre ssure .
l Y - Equivale nt static load on tre structure gene rated by the r
] reaction on tie broken high ene rgy pipe during the postu-laced break, and including an appropriate dynamic factor to account for tie dynamic nature of tie load.
Y.- Je t impingement equivalent static load on a structure 3 gene rated by tie postulated break, and including an _i appropria te dynamic factor to account for tre dynamic j na ture of t te load.
?
Y - Mis sile impact equivalent static load on a structure m
~ ; gene rated by or during tie postulated break, like pipe whipping, and including an appropriate dynamic factor to account for tre dynamic nature of tie load.
i F - Increase of tre laydrostatic pressure in tre suppre ssion d pool during accident (from tre upper pool dump, pool swell). F - Hydrostatic pressure gene rated by post accident pa i 4-3 Rev 2, 12/20/79 1634 303
I flooding of the containment b) Extreme Environmental Category This category includes the occurrence of environmental events which are highly improbable. F,qg - Loads generated by the Safe Shutdown Earthquake W t
- L ad generated by the design basis tornado specified for the plant. Tornado loads include loads due to the tornado wind pressure, the tornado-created dif f erential pressure, and the tornado generated missiles. 2 I
I I I I I I I I I I 1634 304 4-' Rev 2, 12/20/79
I I 4.2 LOADING COMBINATIO::S Tte general loading combinations for tin containm nt structures , which will be subje ct to tte dire ct 'e f fe ct of tte suppre ssion pool dynamic loads, are I given in Figure 4.2-1. Figures 4.2-2 through 4.2-6 show specific load com-binations for tte containuent ve s se l, t te upper concre te drywell, tre plat-forms and miscellaneous steel in the pool area, tre lower steel drywell and ,,
~
I bottom liner, and tie reactor building mat. For those structures which might be subje ct to the indire ct (feedback) ef fect of tre pool dynamic loads, appropriate PSAR 6eetions shall be re fe rre d. Tre biological shield wall, tte RPV pe de stal, and platf orms locate d inside the drywell gene rally fall into I this category. Each loading combination was grouped into one of eight categories as follous: a) Te s t Tre containme nt structures will be de signed to resist loads applied during eitter containment or drywell pressure te s ting. b) Construction Category I Tre containne nt structures will be cb signed to resist specified loads applied during construction. c) Normal Category This category include s loads which are expected to be applied dur-ing tre normal plant ope ration, startup, s hutdown and re f ue ling. d) Se ve re Cate gory This category include s the events in tre Normal Cate gory plus the I ef fe cts of se ve re environmental plenomena such as OBE and Design Basis Wind. e) Extre me Cate gory This category includes tre events in tre Normal Category plus tre ef fects of design bases natural plenomna such as SSE and Tornado I Wind and Missile s. Tie combination of plant re f ue ling and extre me environnental plenomena are not conside red as a design basis. f) Abnormal Category This category includes the ef fects of the Design Basis Accident, 2 I Inte rmediate Break Accident, Small Break Accident and accidents which cause external pressure . g) Abnormal /Se ve re Category I This category include s the effects of tre postulated simultaneous occurre nm of tte De sign Basis Accident and tre OBE. In addition, I tre combination of tre ef fects of tte post accident flooding of tie containcent and the OBE are conside re d. 4- 5 Rev 2, 12/20/79
I h) Abnormal /Extrem Category I This category includes tir effects of cle postulated simultaneous 2 occurre nce of tin Design Basis Accident and tie SSE. I I I I I I I I I I I I 1634 306 l I 4-Sa Rev 2, 12/20/79
9 4.3 TOTAL SUPPRESSION p0OL DYNAMIC LOADS l The complexity and rapid succession of transient loads associated with the pool swell, steam condensation oscillation and chugging, and the need for superposition of these loads requires load organization in proper chrono- [ _ logical sequence. Such a chronological sequence associated with a i particular structure or structural element defines the " total" load applied to the component. The load symbols defined in Section 4.1 stand for total load rather than individual load. t
! The total loads during the pool swell stage under a Design Basis LOCA have further been developed here for the drywell and the containment vessel m
walls due to the fact that these two structures will be subjected to a i wide variety of loads which might either be a direct impact or an indirect load transmitted through certain attached structural camponents. An important element in organizing the loads in succession is to establish _; an origin in time frame to which all the loads can be referred. No pool swell in the bulk mode can start before the air is injected into the pool . In the process of clearing the first vent row the pool in the containment annulus raises by approximately 10 inches but this is not considered to be part of the pool swell . The first row of vents uncovere 1.0 second af ter the LOCA and this is the time origin of the pool swell (Figure 1 4.3-5). The same figure shows that the wetwell pressure begins to increase _: 1.5 seconds af ter the LOCA occurs, corresponding to the approximate time 2 when the air bubble breakthrough takes place. Although less complex than the sequence of pool swell loads under a DBA, the 8 relief valve ADS actuation loads associated with an Intermediate Break Accident also requires the definition of total l oad s . s 4.3.1 DESIGP BASIS (LARGE BREAK) ACCIDEFT TOTAL LOADS , 4.3.1.1 Pool Swell Total Loads The total loads associated with drywell and containment structures are ,_ described in bar charts (Figures 4.3-6 and 4.3-8) and are also shown schematically on the structures in the subsequent sections. In addition, bar charts are presented which show the succession o~ loads for the weir well (Figure 4.3-1), the grcund floor (Figure 4.3-2,, the UCU floor 1 (Figure 4.3-3) and the suppressior. pool bottom liner (Figure 4.3-4) . E 4.3.1.1.1 Drywe ll The bar chart which indicates the succession of loads for the drywell is 2 shown in Figure 4.3-6. The dynamic loads on the drywell during the pool swell stage are shown on Figure 4.3-7. The maximum elevation predicted ] to be reached by the top of the water swelling in the bulk mode is ap-i proximately 154.33 feet or 18.0 feet above the pool normal level. Although the hydrostatic pressure may not be linear on the drywell wall due to the _ bubble interference, the case shown corresponds to a bubble injection in [ the middle of the pool. This condition results in a minimum bubble contact area with the drywell wall, and will determine the worst hydrostatic pres-sure distribution. The bubble pressure of 21.P psig constant over the pool 1 2 1634 307 7 4-6 Rev 2, 12/20/79 J
I 1 he ight is to be added to tre 11ydrostatic pressure . 4.3.1.1.2 Containme nt Figure 4.3-8 and Figure 4.3-9 are tre bar chart and total load seteme , g respe ctively, f or tre containmnt ve ssel and are similar to those g provided for the drywe ll. Tre major difference is the additiot.a1 5.0 1 psid pressure will not be used f or drywell design. 4.3.1.2 Condensation Oscillations Total Loads The total loads acting on tre drywell, tre containm nt and the base mat E during tre steam condensing oscillation staga under a Design Basis LOCA g shall include only loads applied directly on tre suppression pool boundary as de scribed in Se ction 3.2.2. 4.J.A.J Ghugging Total Loads Tte total loads acting on tre drywell wall, weir wall, case mat and 2 containment shall include only loads applied directly on tre suppre s sion g pool bounuary as de scribed in Se ction 3.2.3. 4.3.2 INTERMEDIATE BREAK ACCIDENT TOTAL LOADS Unde r inte rme diate break accident which eventually will actuate the B-valve ADS, t re total loads acting on tre drywell, tie containne nt and tre weir walls shall include those compone nt loads & scribe d in se ctions 3.3.1, 3.3.2 and 3.3.3 re spe ctively and tre corresponding oscillating pressure s induced by tre valve actuation as de scribed in Section 3.5 and Figures 3.5-1 and 3.5-5. Furt ha rmo re , f or drywell design purposes, a 15.0 psig de sign pre ssure for drywell and a 5.0 psig for containcent shall be as sume u. 4.3.3 SMALL BREAK ACCIDENT TOTAL L0 ADS Unde r small break accident, tre total loacs acting on tte drywell, tre g containment and tre weir walls shall only inclu& those compone nt loads g e scribed in Sections 3.4.1, 3.4.2 and 3.4.3 re spe ctive ly. 4.4 PROPOSED bUPERPOSITION OF DYNAt1IC LOADS For all linear elastic structures a time history modal analysis will be pe rf orced in order to de te rmine t te appropriate dynamic load f actor (DLF). E Af te r tte proper DLF is obtained, the maximum response is & te ruine d by 3 using a linear elastic static analysis. Tre algebraic supe rposition takes into conside ration maximum and minimum responses which will occur during tre total load. Tre combination of total load, other loads and seismic loads, which has conside red the three directional ef fe ct via the utilization 2 of SRSS ne thod itself, will be combined by tte absolute sum ( ABS) me t hod , except wtere NRC requirements pe rmit use of SRSS ce thod (e .g. NUREG-0484) . E A time history analysis (dire ct integration ce thod) will te used f or non-- 3 linear structure s. Tre total loads will be combined with tre otter loads be f ore tre non-linear analysis is ma& such that unique peak maximum or minimum re sponse s are found. 1634 308 4-7 Rev 2, 12/20/79
I e
)
1 Figure CEh La4 DING C LOAD CATECORY PPs STRESS Pee ggI gg) Lr(1} (t!!?tT A D L le To Tc Ta Tbd Te Po Pt Pe FSd Pe Pch no tr
'15T a a a a Come t ruc t ion a a Norne t a a s a a a a a a a E a a a a a Seve re a a a a a Environmental a a a a a a a a a a a Estreme a a a m (
Environmental a a a a a a a Onormal a a a (7) m a a E a a a a a a t a a a a a a a e a a a a a a Absormal/ a a m (7) a a a levere a a a a a a a s s a a a a z a a a a a a a a a a a a Abnotes t / a a m (T) a a a En t rees a a a a a a s a a a a a x a
. a a a s a a a a hotee r g 1) Both cases of L. Lc, tr, M and M' having their full vs.uo or being completely ..sbeent will he sonaldered.
e 2) The monimum values of YJ. Tr, and Ye will be used etauttaneously unless a time history is prfossed to justify otherwise. Ja 3) Local stresses due to the concentrated toed Tr YJ. and To any exceed the allowables pr:4 4 -*d there is no lose of function.
, 6) The waimus values of Ts, Fa and Ra will be used etauttaneously unless a time history le prformed to justify otherwise.
q 3) To be associated wt:h earthquake loada only. g' 6) Sis.gle S'Y blowdawa loed, first actuation only, 3
- 7) Due to short tera accident duration (approxiestely 100 sec., till the recovery of all vente) fa has the ef fect of therast shock or ty is this load combiution.
- 8) While Pps applies only to large Break (DBA) Short Tere 14CA case Psc applies to both DBA sad IRA and Pch applies to all three accidents (DRA, 18A and $8A); however, these three loads will not occur stamaltaneously.
4 i Ie 1634 309
l
\
.28 L atm flons YW%L us ebd te are Pn rd Poe Yr Yt Ye reso r ga w we e n III n*II*II pe.,rke a s a a a a a a a a a 5ay a a a Refueling s a or a a a a a or a a or a a a or a SRV s a or a a a or a Ae rvellwg a e or a a a a a er a a er a x a or a StV
~
a a a s a a a a large treek Short tere LOCA (2) (3) (6) s a a a a latermediate Break ADS s a a a a Seell Broek (6) a a a a Long Ters LOCA u a a a Esternal Pressure LOCA a a a a a a a a a a a a a Short tore LotA (6) (2) (3) a a a a a a latermediate areek ( A Ds) a a a a g Sestl steek (6) a Lies term LOCA (4) a a a ' a hegati.e pressure LOCA a a " a Poet Accident flooding s a a a a a a a a a a a a short teru LOCA (2) (3) (6) m a n a latermediate treek LEA (A055 a a a a a 5 sell break (6) a a a a s Long T. ore
. r ..LOCA e.r . (4)
. . . . ...t 163.4 710..
e
i
.i I
i CATEGORY I STRESS (1) (1) (1) CRITERI A \ D L Lc Lr To Tc Ta Tbd Te Po Pt Pa Pbd P Test 1.0 1.0 1.0 1.0(3)1.0 1.0 1.0 1.0 Construction 1.0 1.0(8) 1.0 1.0 1.0 1.0 1.0
'tormal
. 1.0 1.0 1.0 1.0 1.0 1.0 Severe 1.0 1,0 1.0 1.0 1.0 1.0 Environmental 1.0 1.0 1.0 1.0 Extreme 1.0 1.0 1.0 1.0 1.0 1.0 ravironnental Abnormal 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Abnormal / 1.0 1.0 1.0 1.0 1.0 1.0 Severe 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Abnormal / 1.0 1.0 1.0 1.0 1,0 1,0 Extreme 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.
.'o t e s :
- 1) Both cases of L. Le and Lr, luiving their full value or being completely absent will be considered.
- 2) The maximum values of Ta, Pa and Ra will be used simultaneously unless a time history is performe
- 3) A 1.25 load f actor is used for the crane live load during 1257. rated capacity test.
- 4) Single SRV blowdown Icad, first actuation only.
b) An additional load combination called "sccident load at penetration sleeve" is listed in PSAR Sec
- 6) These load combinations have been crossed out because they are not governing.
- 7) While Pps applies only to Large Break (DBA) Short Term LOCA case, Psc applies to both DBA and IBA accidents (DBA, IBA and SBA); however, these three loads will not occur simultaneously.
- 8) The snow or wind load on the shell will be considered as part of the construction live load only F does not provide protection during containment erection. Snow and wind shall not be combined in t 4
o" e h i e
^ '
- 1634 311 o
s Figure 4.2-2 ' CONTAIMfENT VESSEL ' f.0ADING CQiB1 NATIONS IDAD SYMBOL Pps Psc Pch Ro Ra Rbd Re Rr Rps Fn Fd Fpa Feqo Feqs Remarks 1.0 1.0 Crane Test l 1.0 1.0 1.0 1.0 1.0 SRV (6) (6) 1.0 1.0 1.0 1.0 SRV 1.0 1.0 1.0 Re fueling 1.0 1.0 1.0 1.0 SRV (6) (6) (6) (6) 1.0 1.0 1.0 1.0 1.0 (4) (5) Short Term LOCA 1.0 1.0 1.0 1.0 1.0 Intermediate break (ADS) 1.0 1.0 1.0 1.0 1.0 Small break (4) 1.0 1.0 1.0 (2) Long term LOCA 1.0 1.0 1.0 External Pressure 1.0 1.0 1.0 Post Accident Flooding l 1.0 1.0 1.0 1.0 1.0 (4) (5) Short Term LOCA l 1.0 1.0 1.0 1.0 1.0 Intermediate Break (ADS) l 1.0 1.0 1.0 1.0 1,0 Small break (4) 1.0 1.0 1,o (2) Long term LOCA 1.0 1.0 1.0 External Pressure to justify otherwise, on 3.8.2.3.2.1. nd Pch applies to all three the shield building a same loading equation. , m I634 3I4
i . f t I il CATECORY STRESS CRITEsIA D L 1m Lr To Te Ta Tbd Te Po Pt Pa Pbd Pe Test 1.0 1.0 1.0 1.0 u
, Construction 1.0 1.0 1.0 at Normal 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 m
~
T Severe 9 1.0 1.0 1.0 1.0 Environmental 1.0 1.0 1.0 1.0 1.0 1.0
- 6 1.0 1.0 1.0 e
w Extreme 1.0 1.0 1.0 1.0 Environmental l 1.0 1.0 1.0 1.0 1.0 1.0 Abnormal 1.0 1.0 1.0(6) 1.5 1.25 1.0 1.0 1.0 1.0 1.5 1.25 1.0 1.0 1.0 1.0 1.5 1.25 1.0 1.0 1.0 1.5 1.0 1.0 1.0 1.5 o Abnormal / 1.0 1.0 1.0(6) 1.25 1.0 Severe 1.0 1.0 1.0 1.0 1.45 1.0 1.0 1.0 1.0 1.0 1.25 1.0 m 1.0 1.0 1.0 1.25 a 1.0 1.0 1.0 1.25 1.0 1.0 1.0 s. Abnormat/ 1.0 1.0 1.0(6) 1.0 1.0 g Extreme 1.0 1.0 1.0 1.0 1.0 1.0
, 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 v
Notes:
- 1) Both cases of L. Le and Lr, having their full value or being completely absent will be considered.
- 2) The maximum values of Yj, Yr. and Ye will be used simultaneously unless a rime history is performed to justify otherwise
- 3) Local stresses due to the concentrated load Tr, fj, and Ya may exceed the allowables provided there is no loss of functi
- 4) The maximum values of Ta, Pa and Ra will be used siamitaneously unless a time history is performed to jus tify otherwise.
." 5) Sinale SRV blowdown load, first ac tuation only, w 6) Ta has the effect of thermal shock only (duration approx.100 seconds).
Z
- 7) This load ccabination was erased out because it la not governlag.
d 8) While Ppa applies only to Large Break (DBA) Short Term LOCA case, Psc applies to both DBA and IBA and Pch applies to all
} accidents (*1BA. IBA and SBA); however, these three loads will not occur simultaneously.
w t u. 1634 313
?
Figure 4.2-3 2 H 2 M g l g yla
'FFER taWELL (CONCRETE)
LOADING CGtBINATIONS (8) LOAO SYMBOL
- ( Ro ar Ra Rbd Re Rps Fra Yr Y1 Ye rego regs Remarks 1.0 1.0 1.0 5/RV g
1.0 1.0 1.0 1.0 1.0 SRV 1.0 1.0 Refuellag 1.0 1.0 1.0 1.0 1.0 SRV .5 1.0 1.0 1.0 1.0 1.0 .5 1.0 1.0 Large Break short Tern LOCA (2) (3) (5) .5 1.0 1.0 Intermediate Break, ADS 1 1.0 small Break (5) Long Tern LOCA (4) 1.0 External Pressure .25 1.0 1.0 1.0 1.0 1.0 1.25 .25 1.0 1.0 Short Tern LOCA (2) (3) (5) 1.25 Intermediate Break, ADS ,25 1.0 1.0 1.25 1.0 ses11 Break (5) 1.25 Long Tern LOCA (4) 1.0 1.25 1.0 Negative pressure 1.0 1.0 Post Accident Flooding .0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Short term accident (2) (3) (5) 1.0 1.0 Intermediate Break, ADS 1.0 small Break (5) Long term LOCA (4) 1.0 Negative pressure bree 1634 314
f I i
>f l
.00L AREA PIATEFO LOADI Pp CATEGORY Ps STRESS (1) (1) (1)
Ta nd Te Po Pt Pa Pbd Pe Pc e CRITERI A D L Le Lr To Te
! /*
' Test NO Construction S 1.0 1.0 1.0 1.55 1.0 1,0 1.0 _ 1.0 1.5S 1.0 1.0 1.0 1.0 1.0 1.0
, g ormal Bl e on f
I S 1.0 1.0 Severe 1.5S 1.0 1.0 1.0 1.0 l' 1.0 Environmental 1.5S 1.0 1.0 1.0 1.0 1.0 v 1.55 1.0 1.0 1.0 1.0
% 1.6S 1.0 1.0 1.0 1.0 Extreme 1.65 1.0 1.0 1.0 1.0 1.0 1.0 Environmental
.65 .0 .0 (6) . .0 I.
l' a--I :ESt 1.6S
- f 1.0
- f 1.0 1:8 1.0
'-lI:.0 1.0 l !e e--u I!Il li$ I!$ "'liU 1:8 li$
1.0 li$ li i[g5 t.g }.g 1.0 1.0 1.0 Severe 1d 1:g 1,g 1,g 1.0 i.o i.
- 1. u i.o i.o n21.0 i 1.7S 1.0 1.0 1.0 1.0 1.0 1.0
' Abnormal / 3 , 1.0 1.0 v Extreme Notes:
- 1) Both cases of L. Lc, Lr, H, and li' having their full value or being cogletely absent will be considered.
- 2) The maximum values to Yj, Yr, and Ya vill be used simultaneously unless a time history is performed to justi
! 3) Local stresses due to the concentrated load Yr. Jy, and Ya may exceed the allowables provided there is no le
- 4) The maximum values of Ta, Pa and Ra will be used simultaneously unless a time history is performed to justif
- 5) Single SRV blowdown, first actuation only.
l 6) Ta is thermal shock in this load combination
- 7) These load combinations were not governing.
- 8) While Pps applies only to Large Break (DBA) Short Term LOCA case, Psc apples to both DBA and IBA and Pch app accidents (DBA, IBA and SBA); however these three loads will not occur simultaneously.
I I E e i .~ r - U l
*aevision to the Containment structure Desian 'ccre s/1/78 2
I i 1634 315
9
~
- r. 4.2-'
D**D *D
" ~
AND MISCZllANEOUS STEEL - COMBINATICMS D SYMBOL
)
Ro pr Ra Rbd Pe Spe Fn Fd Fra Yr YJ Y's Tego Feas Remarh RIQU1FID 1.0 1.0 1.0 1.0 1.0 , (7) 1.0 3,o 1.0 1.0 1,o 1.0 1.0 1.0 1,o Spy 1.0 1.C 1.0 1.0 1.0 Pefuelinn 1, 3,9 _ 1.0 1.0 1.0 g,o $,y 1.0 j 1.0 1.0 1.0
.g f.arge Break Short term LOCA (2) (J) (3)
- 1:8 . ': "dtf'1?i! * ^
- l,
.) 1.0 ong Tera 1**')
(4 I 1.0 1.n- External Fressure k*b
'o
.0
- ~" 1o I:81.0 1FIWaIrtM6fC 131 ("
~
l .' ) 1.0 1.0 small areak (5)
- Lens ter= 1,0CA (4) 10 1.0 . . f'.h hI 'If*f y'y{*odipa I'0 1.0
.0 1
1.0 Id k3EbmeIIItbieff{jf}(5)
}} 1.0 1.0 1.0
'O .MtIveEd'p$Mbit.) e ressure otherwise.
of function. therwise, es to all three , r 1634 316
i 9 o
./
hhhh[ CATECORY STRESS (1) (1) (1) CRITERIA D L Le Lr To Tc Ta nd Te Po Pt Pa Pbd P Test 1.0 1.0 1.0 1.0 u m
> Construction 1.0 1.0 1.0
" 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 m Normal m
1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 seyere ' Environmental
- , 1.0 1.0 1.0 Extreme 1.0 1.0 1.0 1.0 j- a 1.0 1.0 Environmental S 1.0 1.0 1.0 1.0 e
- 1:8 1:8 1:8("i.o h8 EB Abnormal h f* 1.0
" ~ 1.0 1.
li 1.0 1:8 1:8 1.O(7)1:8 1:8 1:8 1:8 1.0 1.0 1.0 o Abnormal / 1.0 - 1.0 1. 1.0 g Severe 1.j 1.0 1.0 1.0(7) 1.0 1.0 u
< isnor-u ;g ;g l:g [:8 l I g 1:8 Extreme 0 '0 .
1.
*0 .0 1.0 w _ _ _
Notes
- 1) Both cases of L. Lc and Lr, having their full value or being completely absent will be conside
- 2) The maximum values of Tj, Yr and Ye will be used simultaneously unless a time history is perf
- 3) local stresses due to the concentrated load Yr. Tj, and Ya may exceed the allowa' ales provided
- 4) ne maximum values of Ta, Pa and Ra vill be used simulataneously unless a th * . story is perf
- 5) ney do not apply for bottom liner.
- 6) Single SRV load. first actuation only.
- 7) Ta is thermal shock in this load combination.
- 8) These load combinations erased out because they were not governing.
- 9) While Pps applies only to Large Break (DBA) Short Term IDCA cas9 Psc appites to both DBA and accidents (DBA, IBA and SBA); however, these three loads will not occur simultaneously.
E e n R 3
+ Revision to the Containment Structure Design Report 3/1/73 \
f L 1634 317
?
I 1 D**D *N Figure 4.2-5 D' Y - J (MER CRYWE11 (STEEL) & BOTTQt LINER 14ADING CDGINATIONS Ppa thAD STXBOL Pse (5) (5) (5) Pch Ro Rr Ra Rbd Re Rpe Fn Fd Fpa Tr Yj Tm Feqo Feqe Remarks 1.0 1.0 1.0 1.0 1.0 s/ny (8) l* 1.3 1.0 1,0 1.0 1,0 1.0 1.0 SRV 1.0 1.0 1.0 Refueling 1.0 1.0 1,0 1.0 1.0 1.0 1.0 SRV {8 {.g I:0 1.0{;@ 1.0 1.0 1.0 tarte break Short Tern 14cA (2) (3) (6) g, 1.0 {;g 1.0 g*a !alH"If!!i'(ll**k ^" l* 1.0 1.0 Id"}[ere14CA(4) 1.0 1.v ' t .M ~ Tu 1.u a.o . sf g j gy k*.h . ! l Ses11 Break (6) i* 1.0 1.0 {.g Long term LOCA (4) I 1.0 1.0 1.0 h I Ac i !!'Yfoding 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Short Tern LOCA (2) (3) (6) I;R 1.D {8, 1.0 1.0 1.0 Intermediate Break. ADS
}.0 1.0 1.0 smallareakg)h nit 1N"Phassu b to justify otherwise, are is no loss of function.
med to justify otherwise. I and Pch applies to sti three I 1634 N
s i i n i I D**]D
%N o'f M\
D'S'J D "f Figure 4 REACTOR B0 thADING C LOAD S Pps(8) CATEGORY Pac STRESS (1) (1) (1) Po Pt Pa Pbd Pe Pch Ro CRITERIA D L Le Lr To Tc Ta Tbd Te
/* 1.0 1.0 1.0 Test 1.0 1.0 1.0 1.0 Construction 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Normal 1.0 1.0 g
0 1.0 1.0 Severe 1.0 1.0 1.0 1.0 1.0 1.7 1.0 1.0 Environmental 1.0 1.0 1.0 1.0 1.0 e 1.0 o g 1.0 ' 1.0 1.0 1.0 1.0 1.0
/s g,g,,,, -
1.0 1.0 1.0 1.0 Environmental y 1.0 1.0
- 1. 0 1.0 1.0 1.0 1.0
[ E 1.0 2 1.0 1.0 1:8 (7)1:8 l.,!l.!!
. l.!
\
25 1.5
*==*
o 1::8 8 181:8 t.0 1.0 _
'illli$ lill
!e --" il !l 1:0 ,:0 ill:8 1.0 1.ls S*V 1.0 1.0 1.0 1:8 1:8 1:81.0 f:8 f:8 1.0 Abnormal / 1,0 1,0 1.p 1.0 g.g-1.0 1.0 1.0 Extrema 1.0 1.0 Ne 1.0 1.0 Notest I) Both cases of L Lc, Lr, H, and B' having their full value or being completely absent will be considered.
- 2) The maximum values of Tj, Yr and Ya vill be used minultaneously unless a time history is performed to justify g 3) local stresses due to the concentrated load Yr. Tj, and Ta may exceed the allowablea provided there is no loss
< 4) The maximum values of Ta, Pa and Ra will be used simultaneously unless a time history is performed to justify o
" 5) This load combination was removed because it 1 not governing, g 6) Single SRV blowdown load, first actuation only.
y 7) Ta has the effect of thermal shock. g 8) While Pps applies only to Large Break (DBA) Short Term I?)CA case Psc applies to both DBA and IBA and Fch app accidents (DBA. IBA and SBA); however. these three loads will not occur simitsneously. g la a
~'l 1634 319 J
A
8 .2-6 DG MAT INATIONS 30L Sa Pbd Re RPe Fn Fd Fee Yr Yi Ya Feco Fees W Vt 8 peserks 1.0 1.0 1.3 1.0 5/RV 1.0 (5) 1.0 or 1.0 1.0 1.0 1.0 or 1.0 sRV 0 1.0 1.0 or 1.0 Refueling 1.0 1.0 or 1.0 1.0 1.0 1.0 or 1.0 SRV , 1.0 ' l.0
. 1.0 .
1.0 1.0 1.0 {,g Large Break Sho t Tergt4CA (2) (3) (6) 1.0 1.0 1.0 p f')
- o "
- li$ ':1 I.o lrl :
lUf'[2h 4m & (')
>.$ }.8 1.0 1.f, < 1 i or w
Sr Te,.ee k
.0 1.0 1.0 },h ID p,g g idee 5'E[*odina g
1.0 1.0 1.0 1.C 10 10 1:8 1.0 i.0 1:8 g:g IM:UnMtem 122 m s-li t.g '- reek m 1.0 1.0 1:8 imJ:t ,m!') hervice. function. erui.e. to all three l
\'
gy 520
M M M M M M M M M M M M M M .M M SEISMIC - STRUCTUR AL ACCELER ATION LOADS
- POOL SLOSHING LOADS (AS APPLICABLE)
HYDROSTATIC LOADS JET IMPINGEMENT AND PIPE SUPPOHT RE ACTION o R ANDOM LOADS DUE TO
- E
$ CHUGGING 9
N , INW ARD LOAD
! OUTWARD LOAD DUE TO POST LOCA Z e 10 pm.
- DUE TO VENT FLOW E CCS F LOODING
$ OF DRYWELL OUTWARD LOAD (UNIFORM) DUE TO e NOT SIGNIFICANT VENT CLE ARING E 4
> T m - THE WEIR WALL WILL EXPE RIENCE THEftMAL 4
k >h
-m to PIPE WHIP LOADING OURING A SMALL STE AM BHE AK 3C $ -4 * - THE WE!H WALL MUST BE DESIGNED FOR HEAC7s ON jF *k H MISSILES e LOAlth rHOM HV PIPE SUPPORTS AND FOH Pii'.SSURE F LOADS HESULTING FROM HELIEF VALVE '.JTUATION O
^
~7 rZ SONIC WAVE e
~
] 0$ ?d y 5 too 600
@ g >g c2 Z o 0.1 1 30 Lp4 rn Zom 3. o l TIME AFTE R LOCA (sec) 4 3 *]*T9* la .E> U 2 OO 5O POOL xm 3% 4 > N x> l- m SWELL IO um n mO V o E Q 1. o y
-4 m
$>Z O N
M M l o t M E N UHO M DOI S D /DA T NL A AU O LK M D C U M H ACB C A L A WL NAE H WFT OO A DT W M E R A N O M I TS AD l 5 VA EO L L E 3 T - M SC H' A 2 3 TP D T I M N A A A C E O S2 2 L M E1 CM NIN 2 3 S R E AI T E F RM E R A D-BO U E O-UT G I M M TD OE RN I F e I T R E P PG l 5 L-1- Y IS L- - NE E-AD W-M S E : E GC S E S-L- H E P NN O U T O YT A I O T C N TAR U
)
H E P-M E RRT G A G U NI
'1 T
H U S S t OO F - G SE D( S R P I EV WD - E W HIS P OAD LON M N D E F LA A L A Y P L E B XN D B U EO I D B-N ,4" C30- mW iu 5-M A C s4 2O O<S 3-I 4 < 1 MI S S E S M z9hgO Oz 0<3 M Wa m. HN mQM I e w4OZ r h f%o P ao h "
~ ~ -
Ogy>2<- tra. n~ . , c1o*' ?= 3 I w * . 03 M C2 ' " - im7 CI U4Z>I^Q roy awOn >4mO ~ s 1 N ~Io OZ*dcn c" >a 4Im -
- ~
M ONoc g TrOo" g r r"o.ac v OC7m u.,y 1
- hCVw uNN
o t M N LO LI A TA F L , M OU TM EU UC DC SA DR M AE OT LA DW RD 4 AN 2 M WA NK 3 E WC R OA U DB G I F M
- I 5 4
2 3 M E H U G I F ) K M S A C O L
)
D R M E H A E T F P W P A Y E T L (U
) M -
L S I - G AE M A RN R I 2 0 T DOU T - I SC L-WD U L OA LOT R E-M FLS NS E W-S- - O R L-SU O-DI O AC P. M OU LH TT 4 NS 2 . EE 3 _ M E V I )D E SH R M GNA NA U PI P W G T P I H M l EX(U F G
- p/
I E l 6 1 M W D A l E 5 D I 1 C, I M M S I E S 0 4 M zO P 5 z 8 oz 5 y J_ $<" T "NQu" o " a *mm O h o >2<- S g8U o Coz M >[" O r z *o o:*ai* [.E2 . C2g m m^ C o<z ovs rsO ? pyOO>4mO-m1 > On> O Hx - M bC room n _cOCm0 m! Gco y ~ >d aim n- 2I I T u9w M go#
~ bD if NORMAL LOADS E
E( E SEISMI i i COMPRESSIVE WAVE e NEGLIGlBLE E 8 6 S 5 m i I O 0.1 1.0 z
9 ~ D""]D oh} J1
}' S J d aJu _
AL DEADWElGHT - POOL SLOSHING - NEGLIGIBLE STEAM CONDENSATION OSClLLATION ITIAL CHUGGING UBBLE e 21.8 PSID PEAK FIG. 3.2-8 OAD DOWNWARD LOADS DUE TO FALLBACK AND WATER e NEGLIGIBLE ACCUMULATION I I i l I 1.5 5.0 to 30 100 POOL SWELL PERIOD _ TIME (SEC)
}k Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station d Unit 1 MARK lil: DYNAMIC LOADS ASSOCI ATED WITH A LOCA ON SUPPRESSION POOL LINER AND BASE MAT FIG.URE 4.3-4
M M & M & 5 & 50 IST ROW OF VENTS CLEARED 44.7 PSIA DESIGN PRESSURE OF ORYWELL L -- __ -- - _. I_ _1 2ND ROW OF VENTS CLEARED I 40 - 3RD ROW OF VENTS CLEARED s 3RD ROW OF VENTS RECOVERED DRYWELL g y _ 2ND ROW OF VENTS RECOVERED 3 25.7 PSI A (DYNAMIC) DESIGN 5 PRESSURE OF WETWELL 1ST ROW OF VENTS U y I--- - - - RECOVERED N a I
$ - 19.7 PSIA DESIGN PRESSURE !
WETWELL OF THE CONTAINMENT l i 7 20 - _____#__ I
, ,i CONTAINMENT
-- I n hC 8 r4 i a i$ "
J O y>I _@4 0m1
*O ea to -
WETWELL - THE VOLUME IN THE ALL ECCS OPERATING mZ-
-4 5 -4 fC x- 0 (N
CONTAINMENT BETWEEN THE POOL SURFACE AND THE HCU FLOOR
-t zI k MINIMUM ECCS OPERATING "TI @KH Q @
cb2$ d - I m r 'I =lO I I I m ENO E I l ! I l i lll I I I t i lll md y' s o I l I I I I II'l i I I I I lit u 3o i igo 2 3 4 56 tot 20 30 40 50 102 go. h$EM m mmr !@ TIME (SEC) CONDENSATION
> r 2m POOL SWELL l OSCILLATION CHUGGING
-m
^m m> ,____________y.___.____.. _____ g _ .#
g e[o I NOT ES: 1. ALL ABOVE ** DESIGN PRESSURES ** ARE c2 O ASSOCIATED WITH POOL SWEL L ONLY. D2 2. SHORT TERM ACCIDENT LASTS UNTIL m [Z[-< THE VENTS ARE RECOVERED. 6
3_ ,
- T'J )e
~
2OMh*f gl9 3, g 6'j d w
~ ' 7- rJ _
_. QH2 gm mmgg-92Orm m E M mm OOEommK <m
- zmO O __ = m Qk<m o5m gz "
MH G 0mEmz >zD m5m m S D A O O$& 3mgCmm Emm HO L A C O L Ed - N mQto
- m*
mm m9o mm Ohbgm G I {y s S E D S C 3 $ o b x $m S 0g $ mcoH D ah e ammW 0C" dO TO A O L L L 2n>xo z<O70$ y-E W S L O 5=mp$ z jm O m5= mm$ Endo P
~ _ -
a o'" 7 o -
".m mg 2EzO
_. Om gOrWEmrF
,.. n i
- rs cwa uN%
DEADWElGHT
- POOL SLOSHING (AS APPLICABLE)
VALVE ACTUATION RAISE OF PRF.SSURE IN CONT. TO 5 PSIG NEGATIVE LOAD DUE TO LOCA ECCS FLOODING PORT REACTION LOADS 1.8 PSIG DURING VENT CLEARING STEAM CONDENSATION OSCILLATION ES AT ELEV. CHUGGING SWELL PRESSURE DURING VENT CLEARING e FIG. 4.3-7 URE DUE TO AT HCU FLOOR
- PEAK 11 PSID FIG. 3.2-7d DOWNWARD LOADS DUE j h3[k TO FALLBACK AND e NEGLIGIBLE WATER ACCUMULATION I I f I l 5 10 30 100 600 END OF
. POOL SWELL TIME AFTER LOCA (SEC)
Rev 2, 12/20/79
- HOUSTON LIGHTING & POWER COMPANY Allens Creek Huclear Generating Station t Unit 1 MARK lil: DYNAMIC LOADS ASSOCIATED WITH A DESIGN BASIS LOCA ON DRYWELL FIGURE 4.3-6
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f HYDROSTATIC LOAD 1634 329
i 1 j I FIRST ROW OF VENTS CLE ARED h - --y - - , q l- 21.8 PSID A 30 PSID DRYWELL i l- DESIGN PRESSURE N N DRYWELL PRES 5URE
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x x , m i h -DRAG ON GRATING FIG. 3.2-3 w N 21.8 PSID N FIG. 3.2 7c w II Rev 2, 12/20/79 l HOUSTON LIGHTING & POWER CCMF ANY l 0.1 1.0 1.5 5 10 TIME AFTER LOCA (SEC) Allens Creek Huc e r Generating 5:Sion POOL SWELL
- INTERVAL ' MARK 111 DYNAMIC LOADS ON DRY-WELL DUE TO SHORT TERM DESIGN BASIS LOCA (POOL SWELL)
FIGURE 4.3-7
W l e e Nwn JL 1ti% NORMAL DEADWEl EXTREME SEISMIC (INCLUDES POOL A SING PRESSURIZATION COMPRESSIVE WAVE OUTWARD G NOT SIGNIFICANT WATE R JET IMPINGEMENT p g DURING VENT CLEARING 8 a 0, ADDITIONAL HYDROSTATI z 9 M U E Q O 2 " INITIAL BUBBLE LOAD g 10 m d a 6 e d
- 2 UPWARD REACTIONS FROM STRUCTURES AT EL.142.50 I I 0.1 1.0 1.5 FIRST VENT CLEARING
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I iT + HYDROSTATIC LOAD ELERATION) - POOL SLOSHING (AS APPLICABLE) E S/R VALVE ACTUATION
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THE CONTAINMENT TO S.O PSID DUE TO DRYWELL AIR PURGE j LOADING DUE TO POOL SURFACE RISING 18 FT. ADOVE NORMAL LEVEL I PEAK PRESSURE STE AM CONDENSATION F IG. 3.2-7.C LOADS PRESSURE INCRE ASE IN WET WELL DUE TO 11 PSID PE AK PRES $URE FLOW RESTRICTION AT HCU FLOOR ' FIG. 3.2 7d LOPJG TERM POST LOCA HEAT UP TO MAXIMUM WATER FALLBACK REACTIONS UPWARD REACTIONS FROM STRUCTURES AT EL.158.75 I I I I I 2.0 3.0 5 10 30 100 610 hr TIME AFTER LOCA (SEC) POOL SWE LL
=
1634 $32 Rev 2, 12/20/79 HOUSTON LIGHTING & POWER COMPANY ' Allens Creek Huclear Generating Station Unit 1 k MARK lil: DYNAMIC LOADS A550CIATE'b WITH A LOCA ON CONTAINMENT WALL FIGURE 4.3-8
k i om o mng p e J w e Ju eJuk.S.tk :n FIRS STEEL e CONTAINMENT . VESSEL SHELL 4-4- 4-HCU FLOOR
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eDRAG ON CRATING FIG. 3.2-3 7*4 - d PRESSURE - 10 PS;D FIG. 3.2-7c 1634 334 [ - 0.1 1.0 1.5 5.0 5.5 10 TIME AFTER LOCA (SEC) Rev 2, 12/20/79 HOUSTON LIGHTlHG & POWER COMPANY Allens Creei: Nuclear Generating Station r
- : Unit 1 MARK lil: DYNAMIC LOAD IN CONTAINMT. '
VESSEL DUE TO SHORT TERM DESIGN BASIS LOCA (POOL SWELL) FIGURE 4.3-9
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I 5.0 ANALYSIS PROCEDURES The finite element method will be used for the static and dynamic analysis of the structures subjected to LOCA-related pool swell, steam condensation I oscillation and chugging and the SRV blowdown loads. The dynamic analysis model will consist of axisymmetric shell elements to represents complete containment building, underlying soil medium and other Category I structures.
?
ANSYS computer program will be used. The asymmetric loads will be specified by using appropriate number of Fourier Harmonics. The result of this analysis will then be used for the design of the containment structures. Dynamic analysis of interior floors subjected to pool swell loads will also be perf ormed by the finite element method. Conventional techniques (equivalent static loads) of structural analysis will be employed for the static analysis. The containment vessel static analysis is based on small deflection-thin elastic shell theory and the dynamic analysis is a classical eigenvalue I problem for both axisymmetric and non-axisymmetric cases. The weir wall will be analyzed by employing conventional methods of struc-tural analysis. 5.1 METHODS OF ANALYSIS 5.1.1 DRYWELL Static analyses of the drywell will be performed for loading combinations l2 I presented in Section 4.2. Dynamic analysis of the drywell subjected to transient loads will yield the equivalent static loads factors for sub-sequent use in the static analysis. A detailed description of the struc-2 tural models used in the drywell analysis is presented in Section 5.2. The drywell will be represented by three-dimensional finite elements. Advantage will be taken of geometric and load symmetry so that only one I half of the drywell vill be modelled and rppropriate symmetry boundary conditions will be used. The stiffening effects of the top slab and upper pool walls will be accounted for. 5.1.1.1 Time History Analyses a) The potential amplification of the LOCA-related loads as well as the I SRV blowdown oscillating pressures will be investigated by perform-ing a time history dynamic analysis on an overall soil structure in-teraction model (Section 5.0) to yield the dynamic load factors. 2 I The symmetric as well as the asymmetric loads will be input to the structure and time-histories of displacements, forces and accelera-tions will be determined. Critical responses will be identified (mass accelerations and pressure) and subsequently applied to the overall three-dimensional model. 1634 336 5-1 Rev 2, 12/20/79
i b) The local ef fect of the chugging loads will be investigated on a 2 local model of a panel (Section 5.2.1.4) limited by adjacent vertical and horizontal stif feners. This forms e substructure which g will be properly correlated with the above model and will be sub- E jected to the same load time histories. The maximum dynamic re-sponses will be selected and statically combined with other effects to calculate local and secondary stresses. 5.1.1.2 Three Dimensional Static Analyses The total stresses and displacements of the structure are determined from the three dimecsional static analysis. Symmetric at,d non-symmetric loads of static origin together with equivalent static forces from seismic and other dynamic analyses of the structures will be applied to the structural l model. Whes ever applicable, reactions from structural steel framing, " proturberances etc. will be simultaneously applied with the other loads consistent with the appropriate load embinations. All static analyses g will use the finite element method of structural analysis. Analytical 3 results will be obtained as follows: a) Shell or plate in-plane (axial) and out of plane (shear) forces, bending moments and the general state of stress associated with these forces and moments will be determined from the drywell overall model (Section ',.2.1.1) for the design of the reinforced concrete portion of the drywell . The corresponding general state of stress for the steel portion of the drywell will be determined from the vent region large model (Section 5.2.1.3). The transfer g of internal forces from the overall model (concrete plus steel) g to the local vent region large model (steel only) is made by assuring compatibility of displacements at the steel-concrete interface. The vent region large model w.*.11, therefore, be " loaded" l with external forces, mass forces and associated interface forces 5 and displacenents.* b) For discontinuity ef fects of large penetrations, substructures (finer mesh local models), are subjected to external forces and mass forces plus boundary conditions obtained from the corresponding larger finite-element models to which the substructures belong. Since the general primary membrane stresses include the effects of structural discontinuities which have been considered in the vent g region large model end, therefore, they cannot be determined in g
" pure" form, a set of cross sections at the vent level are selected to evaluate the primary membrane stress by averaging local membrane stresses.
- This substructure approach is commonly used when local regions in a large structure are of interest. The approach is not less accurate than a single larger model incorporating the substructure. Comparison of the two sets of single point-constraint forces at the mar support points demonstrate the validity of this technique.
163L 337 l 5-2 Rev 2, 12/20/79
I I The closely spaced nodal points of the detailed local model (Section 5.2.1.4) can adequately record the stress which can be foreseen in these regions. This model cannot, however , determine peak stresses in the true sense. Further investigation for peak I stresses will be made in areas of unusual geometry and in areas of high stress concentrations. 5.1.1.3 Buckling Analysis As described previously (Section 2.2.2), the lower portion of the drywell is a composite steel structure consisting of three contiguous layers, outside I and inside steel shells connected by the core made of vertical and horizon-tal stiffeners. I The ASME Boiler and Pressure Vessel Code, Section III methods for buckling analysis do not apply to such a structure. A detailed buckling analysis will be perf ormed instead on using methods which have been applied in the aerospace industry for the analysis of shell structures. The buckling stress analysis will be investigated in three steps: I a) General stability of the whole shell with core and shell plates acting together. I b) Panel stability of the facing plates (inside and outside) between stiffeners. Buckling of the panel may result from insufficient support. This analysis will determine the adequacy of the panel in relation to local instability. c) Face-sheet wrinkling - the facing plate buckling like a plate on an elastic medium, which is also a local instability effect. 5.1.2 POOL LINER The pool liner consists of a stainless steel elad carbon steel plate welded to a grid pattern of beams embedded in str . 'tural concrete. The two basic loads which will considerably affect the liner are the temperature and the negative component of SRV blowdown loads. A nonlinear dynamic analysis will be perf ormed on a typical plate subjected to the worst loading condition. The bottom liner and its anchorage may be subject to a net negative pressure load as a result of the pool's dynamic response to SRV dis-I charge line blowdown. This negative pressure can produce significant deformations, strains and stresses in the liner plate as well as an uplif ting force on the anchorage system. These effects may potentially 1 I be amplified due to the dynamic nature of the applied loads. The geometry of the thin liner plate and the relatively large displacements which are anticipated make the conventional linear analysis methods inappropriate and require that a non-linear dynamic analysis be per-formed. Elevated pool temperatures during various modes of reactor I, operation may, in some cases, cause local buckling of the liner plat 12 in the absence of hydrostatic pressure during the SRV blowdown. There- I I fore, procedures for the analysis of post-buckling behavior of the liner plate due to this thermal load are also discussed below. 5-3 Rev 2, 12/20/79
I 5.1.3 FLOORS ABOVE THE POOL I A complete dynamic analysis will be perf ormed on floors subjected to direct impact and impulsive loads due to pool swell as well as the f eedback eff ect 2 due to steam condensation oscillation and chugging. The time history re-sponses of the reactions will be generated and a f requency investigation I will be made to determine if dynamic amplification will occur on the 3 supporting structure. 5.1.4 CONTAIR1ENT VESSEL A presentation of the containment vessel' analyses is contained in Appendix A. 3.2 MaTtiDIATlCat MODELS Various uathematical models are prepared for static and dynamic analyses. Different models are prepared for different types of analysis f or two reasons: a) Economical considerations - balancing degree of precision acceptable with degree of complexity of the model. b) Limitation of existing computer hardware to deal with large scale dynamic models in a convenient and practical manner. 5.2.1 DRYWELL MODELS Three models are Used in the drywell analysis: a) An overall drywell model for static analysis, b) A vent region large model for static analysis p c) A vent panel detailed model for static and dynamic analysis. 5.2.1.1 Overall Drywell Finite Element Model The drywell and concrete internal structures which include a right-cylindrical wall, an upper pool, steam tunnel and attached appendages will be statically analyzed using the following model. a) An overall three dimensional finite element model consisting of beam, shell and plate elements is generated f or half of the drywell structure cutting along 0 - 180 line (Figure 5.2-1). For the static analysis, the f ollowing assumptions are made:
- 1) ho openings on the drywell wall is included;
- 2) Element properties of the upper concrete portion are based on the noneracked section;
- 3) Element properties of the lower steel portion are based on an equivalent sandwiched section; h 5-4 Rev 2, 12/20/79
I I 4) Bottom of the drywell wall is assumed to be fully re-straine! by the base mat. I' This overall model will be subjected to symmetric and asymmetric loads-all statically applied, including the equivalent static loads obtained from I the dynamic analysis. 5.2.1.2 Vent Region Large Finite Element ?fodel 2 A large finite element model is developed to compute in further detail the global behavior of the lower drywell in the vent region. The model is composed of plate and shell elements in bending and incorporates I inside and outside shells and the two-direction stiffeners (circumferential and vertical). The model is composed of 10 rotational symmetric segments, each segment consisting of 166 grid points and 308 plate elements I (Figure 5.2-3). Although the vents are not considered as structural elements for the purpose of this analysis, the shell panel centers are connected by the vent sleeve. I Compatibility of displacements and forces at the interface of this model with the overall model described in Section 5.2.1.1 is enforced to assure accuracy in the analysis. At the foundation level the plates are assumed I to have a built-in behavior with all translational and rotational degrees of freedom restrained. 5.2.1.3 Vent Panel Detailed Finite Element Model 2 A detailed local model (for one panel only) is prepared to aid the study of secondary stresses in the vicinity of the vent opening and of I the local amplification due to SDV pressures (see Figure 5.2-4). *be model is composed of triangular shell elements and includes the inside and outside shells connected together by the vent sleeve. The model uses a fine mesh. Boundary conditions are obtained from the three I dimensional finite element analysis of the vent region (?fodel described in Section 5.2.1.2). 2 5.2.2 SUPPRESSIO?' POOL BOTT0!! LINED AND FLOO"S AEOVE POOL Several simpler models are prepared for the pool liner and structural members of the floors immediately above the pool. The model for the pool liner takes into consideration only one plate between the supporting beams which are considered fixed. The model is I composed of plate elements in bending and is used for static and dynamic analyses. Section 5.2.2.1 further elaborates about the simplified model. 1 Except for HCU floor, all other floor structural members (radial beams) l2 are modelled as linear finite elements, using simply supported boundary conditions at the containment vessel and fixed condition at drywell wall.
.ir HCU floor structural members, a f ree-end boundary condition will be I assumed at the places where no support is provided at the containment vessel side.
2
)h 5-5 Rev 2, 12/20/79
5.2.2.1 Mathematical Model of the Liner Plate The embedded steel grid and its anchorage system is very rigid compared g with the plate itself. The re fore , the possible dynamic pressure loading I amplification due to system vibration will be primarily governed by the dynamic characteristics of the plate itself and the participation of the rigid embedded anchorage system may be neglected. The model for this l analysis includes the liner plate supported on non yielding anchorage and N the fill-in concrete only. Figure 5.2-5 shows this system for a typical rectangular liner plate supported by the grid. The fill-in concrete is g assumed to resist (in compression) only the downward motion of the plate 5 after contact with the concrete takes p1rce. The uniformly distributed S/R V oscillating pressure is added algebraically with the hydrostatic pressure. Concurrent seismic motions will also be considered. From the time when the negative (uplif t) pressure is less than the hydrostatic head, h B the plate will be assumed to have made contact with the concrete and the fill-in concrete's contribution to the plate's response will be considered throughout each positive pulse of the pressure cycle. This structural problen requires a non-linear dynamic analysis based on the large deformation plate theory. It is felt that the system's behavior requires consideration of large deformations even under pres-sures as low as 2 psid for places where a 1/4 inch plate will be used. I 2 In order to solve this complicated non-linear problem in a practical manner, alternate ways were investigated for possible simplification. As a result of an evaluation of the input pressure frequency content g and the natural frequencies of the plate system, it was established that an equivalent one degree-of-freedom system simplified model will g adequately represent the liner plate. This is because the system's dynamic respor.se is largely dominated by the first fundamental mode . l The theoretical formulation of the simplified equivalent model is pre- 5 sented in paragraph (a). To further demonstrate the reliability of the simplified equivalent model, a rigorous analysis using a finite element model and the MARC-CDC computer program was performed and the results of the simplified and rigorous analysis were compared. Such comparison for a sample plate l showed good correlation of results (see Figure 5.2-6) and confirmed E the applicability of the simplified method of analysis. Once it was established that the simplified equivalent model will yield conservative and applicable results, this method of analysis was used to decennine the critical frequency of the oscillating pressure for the liner plate's maximum response. a) Simplified Equivalent Model The mathenatical formulation of the simplified equivalent single degree-of-freedom model can be achieved either by the " assumed modes" me thod or by Galerkin's method (Reference 5-1). The algorithm of the "assur ed modes" formulation is briefly described below (refer to Figure 5.2-7) 1634 34I I 5-6 Rev 2, 12/20/79 I
I I. I Assume the response of the continuous system (plate) in the following form: W (x, y, t) = c(x, y) W (t) I where c(x, y) is the assumed fundamental mode shape (an admissible function satisfying the boundary conditions in static mode), and I W (t) is a time-dependent generalized coordinate, which in this case represents the displacement at the center of the plate. The kinetic energy T(t), and potential energy, V(t), can then be formu-I lated in terms of the generalized coordinate and its time derivatives as: T (t) = 1/2 M h (t) A (t) I V (t) = () e 2 Ke WdW - q W (t) I o e The stretching terms required for large deformation theory are incor i I 2 porated in the formulation of strain energy. The equivalent loads, q,, may include the pressure and thermal loads. I Therefore, the potential energy becomes a non quadratic function of the generalized coordinate (W (t)). Finally, the equation of motion of the simplified equivalent system can be obtained by the Lagrange 1 equation: d 8V 2 E [8T[05 )) ~ OT8p=0 77 The fill-in concrete can be incorporated in the above formulation by representing it as a very stiff gap element which restrains the plate element 's downward movement. The structural damping in terms of the ratio of the critical damping could also be included, by adding a damping term in the above equation of motion which becomes: I W (t) + 2 fw 0 (t) + w W (t) = l_ q(t) M e 2 where f= critical damping ratio "n(E) he [ linear definition] M e The solution of the equation of motion is found by the Runge-Kutta I method and by the Adams-Bashforth Fourth-Order Method (Reference 5-2). To perform the analysis of the simplified equivalent one degree-of-freedom model, an in-house computer program, DYN/ PLATE, was developed. I # 4 54 "" - ' ' "'
I Data pertaining to the SRV pressure curve and properties of the system are used as input while the program generates the equivalent mass and stiffness of the system and calculates as output the frequencies , (linear definition), reaction, displacement, and stresses at various j integration time intervals. i b) Mathematical Formulation of the Plate for Thermal Static Analysis I The same , system used for the dynamic analysis (Figure 5.2-5) is also considered for thermal static analysis. This analysis includes the determination of the critical buckling temperature and the post- 2 buckling behavior of the liner plate, if any. The mathematical formulation of the post-buckling behavior is based on the minimum potential energy criteria (Reference 5-3). by assuming a 1 buckled shape compatible with the boundary conditions, the potential energy of the system can be formulated in terms of the generalized coordinates. In order to arrive at an equilibrium state in the post-buckling range the large deformations have to enter the formulation of the potential energy. The contribution of the thermal load in the potential energy is introduced in the stress strain relationships. Then, the post-buckling equilibrium is achieved by minimizing the potential energy with respect to the generalized coordinates. The minimum potential energy condition results in a relatively simple cubic algebraic equation which is solved f or the values of the generalized coordinate corresponding to post-buckling equilibrium. From there on simple elasticity relations yield the state of stress 2 at various points on the plate. An in-house computer program (POST / BUCKLE) was developed to read in the input data, solve the cubic equation and print out the post-buckling stresses. a.2.3 CONTA1R1ENT VESSEL MODEL Refer to Appendix 5.A for Containment Vessel model information. a.3 CU1PUTER CODES 5.3.1 STATIC AND DYN#11C ANALYSIS Three finite element computer codes will be used to perform the analyses discussed in this section. All three are commercially available through I computer service organizations, are well documented and are commonly used 3 in commercial nuclear, aerospace, chemical and other industrial applica-tions. a) ANSYS I ANSYS is a large scale general purpose finite element computer code 2 f or the solution of a wide range of static as well as dynamic 5 problems. 5-8 Rev 2, 12/20/79
I I The program has a large library of finite elements including 2 node and 4 node axisymmetric shell elements with the capability of I specifying asymmetric loads through Fourier harmonics. The program analyzes the dynamic problem via direct integration approach with 2 reduced degree of freedom, if desired and specified by the user. b) NASTRAN NASTRAN is a well known general purpose computer program designed I to analyze by the finite element technique, the behavior of elastic structures under a wide range of loading conditions. The program is large and can handle any size and shape of structure of linear or nonlinear material. The non-linear behavior is re-presented by piece-wise linear approximations. Dynamic analysis I includes f requency and mode shape determination and transient capabilities. The element library has a wide range of linear, plate and shell elements for which full material characteristics and load conditions can be described by the user. c) STARDYNE I The STaRDYNE system is usef ul cost ef f ective program which can be used to investigate a wide variety of linear static and dynamic problems. Based on the finite element method the program has static and dynamic capabilities. Although its library and the size of the problem handled is smaller than the NASTRAN and ANSYS it is 2 well suited to smaller, less complicated structural problems. 5.3.2 OUTPUT POSTPROCESSlhG COMPUTER PROGRAMS The standard information output of NASTRAN, STARDYNE or ANSYS does not l2 always display stresses or dispiacements in a form ready to use in conjunc-tion with the particular stress criteria (ASiE for example). It is there-l2 I f ore necessary to use an output postprocessing program in order to sort out and select with information of interest. The following in-house postprocessing programs will be used: a) Stress Summary for Stress Criteria 2 I This program selects the NASTRAN output stresses in steel plates, organizes them per ASME definitions and compares them with allowable stress intensities defined by AS1E Code Subsection NE. In order to I make such a comparison the stress intensities are calculated for each plate element assuming that*out-of plane normal stresses are zero. This assumption is justified because of the small value of the load intensity at the plate surf ace. A description of ASLENE is given in Appendix 5.B. I mA 344 5-9 Rev 2, 12/20/79
I b) Stress Sumuary for Critical Buckling Criteria The program reads the calculated stresses from NASTRAN output and I compares them with critical buckling stresses which are determined 3 for the structure, at various locations, and for different types of panels. A description of this program is given in Appendix 5.C. c) Maximum Acceleration and Displacement and Response Spectra Generation While ANSYS will not ge nerate the output data in the desired format, l in-house computer programs will be provided to perform the necessary 5 postprocessing. For cases where the direct input to the ANSYS code becomes cumbersome, 2 then in-house pre processor will be written to simplify the input preparation. Description of all these in-house pre and post processers will be provided in the FSAR. REFERENCES 5-1. Meirovitch, L., " Analytical Methods in Vibrations", The MacMillan Co., 1967 5-2. Beckett, R. and Eart, J., " Numerical Calculations and Algorithms", 1
!!cGraw-Hill Book Co. ,1967.
5-3. Timoshenko, S.P. and Gere, J.M. , " Theory of Elastic Stability". I I I I I I 1634 345 3 5-10 Rev 2, 12/20/79 s
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HOUSTON LIGHTING & POWER COMPANY Allens Creek Huclear Generating Station Unit 1 t. VENT REGION LARGE FINITE ELEMENT MODEL SHEET 2 FIGURE 5.2 3
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Rev.1, 7/8/77 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 TYPICAL LINER PLATE 1634 357 STRUCTURAL SYSTEM FIGURE 5.2.5
r i f' 5 1 2.0-
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o,i w APPENDIX SA l i SPECIAL ANALYSIS OF j CONTAII21Ehi VESSEL SHELL !, The following are technical descriptions of the methods of shell j analysis to be employed by CBI for specified dynamic loads on the Containment Vessel. l2 SA.1) INTRODUCTION There are seven pressure transient loadings specified which are time ___ oriented. They are as follows: l2 1 3 a) ADS Actuation - 8 valves
] _.
b) SRV Blowdown - 19 valves c) SRV Blowdown - 1 valve (first and subsequent actuation) 1 2 j_ d) SRV Blowdown - 2 valves (only first actuation) j e) Pool Swell and associated loads i j f) Steam Condensation Oscillation and associated loads g) Chugging and associated loads / CBI will do a time dependent shell analysis for each of the above. This is in lieu of a beam modal analysis. In this manner the non-axisymmetric pressure cases will be properly evaluated. The stresses and deflections _ obtained due to transient loads will be added to stresses and deflections due to other loads employing the r.ethod of superposition. SA.2) ASSUMED GEOMETRY OF CONTAINMENT VESSEL 2 _ The assumed geometry for the major potion of the containment vessel is a thin 1 shell of revtlution with circumferential stiffener rings. Since these stif-j fener rings are thin, each will be assumed to act at single points along the shell and have their principal axis normal to the shell surf ace. In
, ad dition , the rings are assumed to have little or no torsional resistance.
?
Where longitudinal stringers are required, the. will be included in the l analysis and their structural action will be simulated by assuming that the i shell behaves as an orthotropic shell of revolution. The degree of ortho-J tropy will be dictated by their spacing. All dead loads will be assumed to act as added mass. 1 j It is assumed that the attached piping is sufficiently flexible such that 2 it does not affect the shell analysis. 1635 002
=
_, SA-1 Rev 2, 12/20/79
o I SA.3 ) DETERMINATION OF THE DYNAMIC RESPONSE !2 The determination of the natural frequencies will provide information regarding the general expected behavior of the shell under dynamic l loads. CBI computer program 1374 will be used to determine the natural 5 f requencies of a shell of revolution f or any specified Fourier harmonic. For each harmonic those modes which exhibit significant participation will be selected and used in the final solution. For the specified vessel and loading conditions a . detailed study is required for the determination of the loading description. Since each transient specified will have a different pressure distribution both cir- l2 cumferentially and longitudinally, a Fourier analysis of the transient g must be made at discrete locations. CBI Program 775 will be employed to B determine Fourier content. Since the pressure transient has a plane of symmetry, the loads will be depicted in the form of a function of a cosine g Fourier series. The coefficient functions for each harmonic then represent the radial pressure loading exerted on the shell for that particular har- 5 monic. For each transient a Fourier Series representation of the prescribed loading versus time will be generated. A comparison of the Fourier repre- l sentation to the actual loading curve will be made to assess the accuracy of 5 the Fourier loading generation. Each cransient represented by a Fourier distribution will be evaluated and tabulated such that the results can be used directly as input f or the shell program 1374. This code will be then used to determine the response in each harmonic. In addition, the following inf ormation will be obtained. Circuiferential Deflection ;ig - Radial Deflection = Longitudinal Deflection 94 Longitudinal Rotation gp l Longitudinal Force Np B Longitudinal Moment Mp All at various elevations Circumferential Force Ng vrs. Azimuth g Circumferential Moment Mg g Inplane Shear Ng4 Twist Mg4 j Each SRV blowdown loading has a frequency variation of 5 to 12 Hertz. A modal time history analysis using Program 1374 will evaluate this frequency 2 range at each half-Ilertz interval to determine the critical stress inten-sities and buckling ratios f or each loading case. 5A.4) DETERMINATION OF S11 ELL ADEQUACY FOR ALL SPECIFIED LOADING It will be assumed that the theory of superposition for spacified loading combinations is valid for this vessel. Using Program E1773, CBI will l2 I add the stresses due to the pressure transient loading, seismic 'oading, 5A-2 Rev 2, 12/20/79 1635 003 g
!(
4 'n l dead load, etc . as required by the loading combinations given in the . . specification The stresses due to pressure transients will be added to _j l the stresses jue to seismic loads using the methods described in Section 4.4 l, The summed stresses will be compared with the allowable criteria __. specified to determine the adequacy of the vessel.
"'?
j SA.5) ANALYSIS OF SilELL PROTUBERANCES 3 SUBJECTED TO POOL SWELL LOADS
] The shell protuberances will be analyzed under equivalent static loads j provided in the Design Specification, unless a dynamic analysis is r
performed for typical protuberances. The protuberance reactions so
=
determined will be used in a Bijlaard type analysis as outlined in WRC 107. e
)
i S If N e j -I I -+
) _.
iiii 4 +- 6 S j 1635 004 -s 5A- 3 Rev 2, 12/20/79 7
I LIST OF CB&I PROGRAMS USED FOR DYNAMIC ANALYSES E 1374 - General purpose dynamic shell analysis. E 1779 - Post processor program which will rum the harmonics, calculate 2 l maximums and store data on tape for use by program E1775. 5 E 1775 - Computer code which produces the summed stress intensities 2 at any given location for total loads per Design Specification. E 781 - General purpose static shell analysis; if vertical stiffeners are required this program will generate the corresponding stiffness matrices to be input to program 1374. E 775 - Fourier Series Summation Program. 2 I I I I I I I I I 1635 005 l 5A-4 Rev 2, 12/20/79 I
d i ? m APPENDIX 5B ] DESCRIPTION OP STRESS SU?CIARY IUP STRESS INTENSITY CRITERIA This is a computer program which post processes calculated stress output of NATTRAN static structural analysis. Stresses are arranged according to stress categories per ASME Boiler and Pressure Vessel Code Section III, subsection NE. Safety factors (SF) are then computed by comparing cal-culated 2 nsses with allowable stresses for the various stress categories.
-- Since tha iswer drywell structure will be modeled by plate elements, the output stresses will be two-dimensional. Stresses in the third direction
=
(out-of plane) are small and will be neglected. Calculated stresses (primary and local) will be represented by 'x, 'y, 7xy, while 'z, T yz, and T zx are assumed to be zero. For each stress category, a stress intensity will be = calculated after all pertinent loads are combined. Stress intensity is represented by S, and is calculated as follows:
}
1 =
'x + 'v +
Q('x 'v)# + 4 7 xv 2 2 2 2 2
=
y(e x- av)2 + 4 f
'x + 't -
xv 2 2
<G(ax 'y)# + 4 7xy 7 =
1/2
+
S is defined as the maximum value of the absolute valves of * , '., and
- 27. '
a
$ The procedure used to calculate a and r for the different stress categories is outlined belEw,: aY , *Y (i) Primary local membrane plus primary bending stress (P + P)
For each element, stress output for each loading condition without thermal loads falls into this category. Stress output of NASTR AN
- - includes stresses at the top and bottom " fibers" of the element.
Primary local membrane plus primary bending stresses, 'x, 'y, 'xy
; will be obtained directly from NASTRAN output.
(ii) Primary local membrane stress (P ) l For each element, primary local membrane stresses 'x, 'y, and 7xy 5 will be obtained by averaging the outer fiber and inner fiber stresses described in (i) above. 2 a
?
SB-1 1635 006 4
I (iii) General primary membrane stresses (P,) The average stresses across any cross section of the structure for each loading condition without thermal loads fall into this category.
- Af ter selecting cross sections of interest, general primary membrane stresses ax, 8y, and 7xy will be obtained by averaging the results E of (ii) above. g (iv) Local primary membrane and bending plus secondary stresses (P +Pb + Q)
The calculated primary local membrane plus primary bending plus secondary stresses, 'x, ay , and 7 xy are obtained from the same procedure as that of (i) for loading condition with stresses due to thermal loads included. I I I I I I I I I I I 1635 007 l I
I I APPEt! DIX SC I DESCRIPTIO!! OF STRESS SU!DfADY FOR CRlTICAL BUCKLI!!G C"ITERIA This is a computer program which post process s calculated stresses of 2 I!ASTRA! static analysis and compares these stresses at various locations I with the critical buckling stress for the panels. The panel plates in the lower drywell were grouped according to dif ferent 2 critical stresses, as follows: {TopPanel Middle Panel I Outside Plate < dBottomPanel Top Panel I Inside Plate {Bottom Middle Panel Panel I For each of the above vertical sections, the panel stresses will be calculated at various circumferential locations and cocpared with the critical buckling stress for that panel. I Since the critical stresses will be calculated for individual loads such as axial compression, shear, circumferential compression and bending, the calculated stresses will be organized to correspond to these individual a' I types of load. To illustrate, assume the calculated stresses to be: the circumferential compressive stress; a', the axial compressive stresi, and; 7' the corresponding shear stress. IThey will be transformed into indiviEual calculated stresses corresponding to the individual types of load by the follcwing formulae to include the Poisson effect. ex . ex _Pa'y I 1 - P' "y = "y -F"ic I 1 - F' f f xy xy where # is Poisson's ratio. For the combined loading condition, the following buckling criterion is utilized. 2a , 2av x ,(2rxy \2
'c rx 'c ry \7crxy/ (1 I 1635 008 I .
SC-1 Rev 2, 12/20/79
I Compliance with this criterion for combined stresses will be expressed by the safety f actor (SF.) which is defined as: SF = 1 2a k,2 x + 2a y +j[2 rxy
'crx ' cry (7 crxy)
Uhere , = the value of the critical circumferential compressive. stress.
= the value of the critical axial compressive
'c ry stress
=
r the value of the critical shear stress SF ist be greater than 1 The critical stresses are calculated from the elascic buckling stresse ,5*, r
/ anE #*
buckling stresses in the ,@ , andinEIEst1E#Iange a,IEe*tomputed fr
, , >. The critical buckling stresses in the elastic range corrected by the following formulae:
'er = 'yp + a' -Y(cyp + a' )2 - 4e ayp a' 2c VD Cr = #yp/2 + t'- ( + t' ) - 2ct' Oyj C
where c = 0.96 for structural steel and stress.
,YP is yield compressive I
I I I
~
, I
,c., m s 009 I I
I I 6.0 DESIGN PROCEDURES 6.1 STRUCTURAL ACCEPTANCE CRITERIA 6.1.1 CONTAINMENT VESSEL SHELL Tre steel containment will be de signed for the ef fects of loading combinations given in Se ction 4.2, Figure 4.2-2. Tre allowable stress levels for tie various de sign loadinb conditions are i given he rein. Tte evaluation of tte margins of safe ty inhe rent in ete de - I sign could be expanded wlen a comparison be tween calculated stre sses and allowable stresses becomes available . Tre ef fects of repeated reactor shutdowns and startups during plant life I should have no bearing on tte Containment margins of safe ty sinm reactor startup and shutdown do not normally have neasurable effects on the Contain 2 1 ne nt stress distribution. Tte ef fe cts created by SRV blowdown into l I tiu pool may produce cyclic stresse s in tte containm nt stell. Paragraph NE-3131(d) references Paragraph NE-3222.4(d) that provides an I exemption f rom requiring a cyclic analysis if all limits on pressure cycle s and fluctuations, te mpe rature dif ferences, and mchanical load range s (including earthquake ) are not exceede d. Af ter final establishment af tiu above cycle s and range values, it can le de te rmined wte the r or not a cyclic I analysis is necessary. Tre allowable stresses utilized in tre Containmnt de sign will be based on t re requiremnts of tte ASME Co& , Se ction Ill, Subsection NE (July,1974). I The Figures 6.1-1 and 6.1-2 show a representative example of tte stre ss limits which will be used f or t te various loading conditions. Figure 6.1-1 1 lists tre stre ss limits while Figure 6.1-2 indicate s the buckling crite ria I f or tre ve ssel s te ll. Following an accident the re may be a reed for containmnt flooding to re- 2 I cove r f uel f rom tle re actor. Flooding capability is provided by tre essen-tial se rvice cooling wate r system, through tte RHR System. I Tre ability of tre containa nt to withstand loadings associated with flood-ing is not a normal design condition for tte containme nt. Tre re is no need 1 for containment flooding to be a & sign basis for any BWR in order to provi& adequate core or containant cooling for short or long term post accide nt re cove ry. Tre structural de sign crite ria fur tre steel containuent ve sse l are consis-tent with tre provisions of Regulatory Gui& l.57 ( issued June ,1973) ex-I ce p t with re spe ct to the compression stress limits specified in Article C-1-b(2) o' tle Guid. for tre load combination of accident recovery flooding 1 plus OBE. Justification f or compression stress limits of Figure 6.1-1, som of which ,2 are higlur than those outlined in Regulatory Gu1& l.57 Article C.1-b(2), is based on tre extremly low probability that simultaneous Containmnt flooding ;' I 1 6-1 Rev 2, 12/20/79 1635 010
I plus OBE would ever be experienced and therefore the stresses of the Article 1 I C.1-e are justified. , The load combinations of Figure 4.2-4 and Stress Criterion Category are correlated in Figure 6.1-1. 6.1.2 BOTTOM LINER [2 In addition to thermal and SRV discharge loads, the relative top of mat I g displacement obtained from the mat analysis will be used to evaluate the g bottom liner's acceptance. The allowable stress / strains utilized will be in accordance with those specified in the ACI-ASME Code, Division 2 (Janu- I ary 1975), Subsection CC 3720. The bottom liner is not considered a struc-tural element in the sense of strength but it is so considered in the sense of leak-tight integrity. 6.1.3 BOUNDARIES The boundaries for the steel containment consist of those defined in Para- g graphs NA-3254 and NE-ll32 of the ASME Code Section III, and the additional g boundaries listed below: a) The steel containment shell and dome including the portion of the l shell embedded in the concrete mat foundation but not including the 5 associated anchorage steel b) The attachment weld of the bottom liner plate to the steel Contain-ment shell c) The attachment welds of the crane girder, piping supports, walkway or platform supports, and other attachments to the shell of the stcel containment The bottom liner plate is outside of the boundaries for the steel contain-ment. Boundaries of jurisdiction of the Containment Vessel Bottom Liner will be in accordance with the ACI-ASME Code, Section III, Division 2, Subsection CC, as article CC-1140 and will terminate at the weld which connects the liner plate to the containment vessel shell. 6.1.4 STEEL INTERNAL STRUCTURES The structura. elements of the steel internal floors and platforms will be analyzed in accordance with Section 5.1.3, and designed in accordance with i AISC Specification, Part I or Part II as applicable. I 1635 011 6-2 Rev 2, 12/20/79 I
.___...______.____.__---m-9 1 i
-i i
~
Except as noted further below, the stress intensity limits for the lower
, drywell design will be within the stress licits specified in the ASME Code, Section III, Subsection NE, and Regulatory Guide 1.57 (with exception noted in Section 6.1.] for the Post-Accident Flood Case). These stress limits are as outlined for the containment vessel in Figure 6.1-1 and 6.1-2. ~5
- 1) The buckling criteria for the lower drywell shall consist of checking that the primary compressive stress does not exceed
, one-half of critical buckling stress for.all lo& ding conditions except those in combination with full SSE where stress may be 60 percent of critical buckling. 2 ~} 6.1.5 CONCRETE FOUNDATION MAT 3 l The allowable stress limits for the concrete mat foundation are identical i those given in Section 6.1. 6. I 1
/ 6.1.6 CONCRETE DRYWELL f The design criteria for the drywell relating to stresses, strain, gross 5 deformation, factor of safety and other parameters that identify quantita-tively the margin of safety have been br; afly discussed in Section 5.1.5 . 3 In general, the design criteria is based on the provisions of the Joint g Committee ACI-ASME Code Section III Division 2. (-. Hence, in this section the fundamental structural acceptance criteria for j the drywell are listed in more detail. J The criteria for the drywell as demonstrated by the design calculations _] shall consider factored as well as service-load conditions. For the j f actored load condition, the following requirement shall be met:
, a) The summatinn of external and internal forces and moments satisfy y the laws of equilibrium and will not bring the section to a J general yield state.
] b) Tensile yielding in the reinforcement is only acceptable when j thermal gradient temperature effects are combined with Item (a) provided that the temperature-induced forces and moments reduce
, as yielding in the reinforcement occurs and the increased concrete
] cracking does not cause deterioration of the drywell. The following are the design allowables for the drywell: In order to keep the structural components basically elastic under service load conditions and within the range of general yield under factored loads, the allowable stresses and strains to be used are specified in Article j i
~
CC-3400 of the ACI-ASME Code and these limits shall not be exceeded when ! subjected to the loads given in Figure 4.2-3. {7 A) Stresses for Factored Loads
- 1) Concrete Stresses 1 l }~
w-
= 6-3 Rev 2, 12/20/79 a
I 1.1) Compression 1 Altovables: (a) Membrane conpression ( primary) 0.60 f' c ( b) Membrane plus bending compression 0.75 f' c ( primary) 2 ( c) Membrane compression ( primary plus 0.75 f c secondary) ( d) Membrane plus bending compression 0.85 f' g ( primary plus secondary) 5 The preceding allowables shall be reduced, if necessary, to maintaia the structural stability. 1.2) Tension Concrete tensile strength shall not be relied upon to resist flexural and membrane tension. 1.3) Shear If the calculated shear is greater than the allowables given below, then reinforcement shall " provided in accordance with Article CC-3520 of the ACI-ASME s Je. (a) Rsdial Shear An example of this type of shear is the shear caused by self-constraint of a cylinder and base slab during pressurization of the containment. Refer to Article CC-3421.4 of the ACI-ASME Code for allowable levels of radial shear. ( b) Tangential Shear An example of this type of shear is the shear forces resulting when the containment is subjected to earthquake motion. Refer to Article CC-3421.5 of the ACI-ASME Code f or allowable levels of tangential shear. However, under no conditions shall the tangential snear stresses carried E by the concrete, Vc, exceed 40 psi and 60 psi f or loading '2 5 conditions involving earthquake ef fect under Abnormal / Severe Environmental and Abnormal / Extreme Environmental crnditions respectively. c) Shear in Brackets and Corbels Ref er to Article CC-3421.8 of the ACI-ASME Co e 2 6-4 Rev 2, 12/20/79 I I
I I 1.4) Bearing Bearing stresses shall not exceed 0.60 f',, except as provided below: I (a) When the supporting surface is vider on all sides than loaded area, the permissible bearing stress on the loaded area may be multiplied byyA2/A9 , but not more than 2 (square root of the supporting surface area / loading I surface area). (b) When the supporting surf ace is sloped or stepped, A, I may be taken as the area of the lower base of the largest frustrum of a right pyramid or cone contained wholly within the support and having for its upper base the loaded area, and having side slopes of 1 vertical to 2 I horizontal. 1
- 2) Reinforcing Steel Stresses 2.1) Tension (a) Average tensile st-ess: 0.0 f (b) The design yield strength of reinforcement shall not exceed 60,000 psi.
(c) The tensile strain may exceed yield then the effects of thermal gradients through the concrete section are I included. The maximum tensile strain in the steel will not exceed in this case the level at which the compatible compressive str tin in the concrete develops stresses beyond the allotable strength of the concrete. 2.2) Axial Compression I (a) For load resisting purposes the stress shall not exceed 0.9 f . y (b) The strains may exceed yield when acting in conjunction with the concrete if the concrete requires strains larger than the reinforcing yield to develop its capacity. B) Stresses for Service Loads
- 1) Concrete Stresses 1.1 ) Compr ession Allowables:
I . 6-5 Rev 2, 12/20/79 I
I (a) Membrane coc,pression(I) (primary) 0.30 f' ( b) Membrane plus bending compression (I) 0.45 f' ( primary) : 1 ( c) Membrane Compression ( primary plus 0.45 f' I2 secondary) I 3 ( d) Membrane plus bending compression 0.60 f' (primary plus secondary) The preceding allowables chall be reduced if necessary, to maintain the structural stability. 1.2) Tension Concrete tensile strength (membrane and/or flexure) shall not be relied upon to resist the external loads and moments or the forces and moments resulting from internal self-constraint.
- 1. 3) Shear, Torsion, and Bearing Ref er to Article CC-3431.3 of the ACI-ASME Code. 1
- 2) Reinforcing Steel Stresses and Strains 2.1) Tension (a) Average Tensile Stress: 0.5 f 1
2.2) Axial Compreesion (a) For load resisting purposes the stress shall not exceed 0.5 f . y ( b) The stress may exceed that given in Item (a) for compati-lity with the concrete but this stress may not be used E for load resistance. 5 The values given in 2.l(a) and 2.l(a) above may be increased by 33 1/3 1 percent when temperature effects are combined with other loads. Further- 2 more, the 33-1/3 percent increase for stress allowable applies also to test condition in which the temporary pressure load is included. I (1) Members subject to stresses produced by temperature forces combined with other loads may be proportioned for stresses 33 1/3 percent greater than those specified above, provided that the section thus re- 1.' , quired is not less than that required for the combination of the other , 3 loads in the loading combination. ' l2 1635 015 Rev 2, 12/20/79 I 6-6 I
2 a C) Design for Flex - , 3._g, / Shear Loads
- 1) As s ump tions -
4 :u Loads shall be as specified in ACI-ASME Code Sect: '
. , Division 2 Section CC-3511.1.
- 2) Assumptions for Service Loads uhall be as specified in ACI-AFFE Code Section IT: ~ ~ ' s ' 'n 2, Section CC-3511.2.
e D) Design for Shear Reinfo.3'5 016 6-7
=
I 6.2 APPLICABLE CODES, STANDARDS AND SPECIFICATIONS Ttu de sign, fabrication, ere ction, inspe ction and te sting of tte stee l Containant will comply with tie requirements of tie following with exceptions as noted: 6.2.1 CODES, STnNDARDS AHD SPECIFICATIONS a) Am rican Socie ty of Mechanical Engineers (ASME) Codes.
- Boile r and Pre ssure Vessel Code , Se ction II, " Mate rial Spe cifications"
- Boile r and Pre ssure Vessel Code , Se ction III, " Nuclear Powe r 2 Plant Components", Division 1, addenda through Summer 1974 and update s of NE 3133 through the Winte r 1975 adi anda.
- Boile r and Pressure Vassel Ccde , ACI-ASME Section III, Div 2,
" Coda for Concre te Reactor Vessels and Containments", issued in January 1975.
- Boile r and Pre ssure Vessel Code , Se ction V, "Nonde s t ructive 2 Examination".
- Boile r and Pre ssure Vesse1 Code , Se etion IX, " Welding Qualifica-tions*
b) Am rican Institute of Steel Construction (AldC): 1 "Spe cification for the Design, Fabrication and Erection of Structural Steel or Buildings - 1969, Feb. 7th Edition", 2 and Supplements through No. 3 of June ,1974. c) At:e rican Socie ty for Te sting and Mate rials ( ASTM): Various ASTM specifications supplecented by the furt te r requiremem cf ASME Se cticn III as noted in Se ction 6.3.1 d) Steel Structure Painting Council (SSPC): SSPC-SP Near White Blasting Cleaning SSPC-PA Shop, Field and Maintenance Painting e) Tim containme nt certified design specificition for purchase will be prepared by tre Archite ct-Engineer and will specify tie re quireme n ts f or mate rials , de sign crite ria , fabrication, ere ction, inspe ction , quality compliance , and initial structural acceptanm te s ting. f) NRC Gene ral Design Crite ria and Regulations
- 1) Gene ral Design Crite ria (GDC):
f
]
GDC 50 - Containmant Design Basis V I I 6-8 Rev 2, 12/20/79 I
I J GDC 51 - Frac:ure Pre vention of Containment Pressure Boundary GDC 52 - Capability for Containment Le akage Rate Te s ting CDC 53 - Provisions for Containment Inspection and 2 Te s ting c 2) Regulation Title 10, Part 50, Appendix J:
" Reactor Containment Leakage Testing for Wate r Cooled Power Plants."
- 3) Regulatory Guide s - Compliance as indicated in Appendix C of 1
+
the Allens Creek PSAR j 1.10: lbchanical Cadweld Splices in Reinforcing bars of Category 1 Concre te Structures 1.15: Te sting of Reinf orcing Bars for Concre te Structures l.29: " Seismic Design Classification", dated August 1973 j 1.54: " Quality Assurance Requirements for Protective Coatings Applied to Water Cooled Nuclear Power Plants", dated y June 1973 i O 1.57: " Design Limits and Loading Combinations for }ktal Primary Reactor Containment System Components", dated June 1973 g (except C.1-b(2) which is discussed in PSAR Section 2 3.8.2.6 and CSDR Se ction 6.1.1). 6.2.2 CODE CLASSlFICATION N 4 The steel containment is classified Class MC in accordance with Sub article NA-2130, Se ction III of the ASME Code . [! The bottom line r is classified Class CC in accordance with Article CC-lllo 1 of ACI-ASME Se ction Ill, Division 2. I i 6.2.3 CODE COMPLIANCE a a) Containme nt 4 i T he steel cylindrical shall and dome of the steel containment in-cluding all pene trations and attachments within the boundaries de - fine d in Section 6.1.3, is de signe d and constructed in strict
-{ accordance with Subsection NE, Class MC Components, including the 1 requirements for quality assurance of Article NA-4000, and inspec-tion requirements of Article NA-5000 of Section III of the ASME Code .
a Thr bottom liner of tre containnent including attachcents within the boundaries defined in Section 6.1.3 is designed and constructed -i 6-9 Rev 2, 12/20/79 1635 018
in strict accordance with Subse ctions CC-3000. and CC-4000, Class Cc Compone nt s , including tre requirenents f or quality assuranm of g Article NA-4000, and inspe ction re quirecents of Article un-5000 of g Se ction III of tre ASME Code . Furt he rmore t he suppression pool liner will be de signed in accordance with tre AShE Code , Section Ill, Divi- 2 sion 1, Subse ction NE to resist the SRV negative pre ssure , conside r-ing strength, buckling and low cycle f atigue . b) Code Stamp 1 The steel Containmnt and tre botton liner will not be ASME Code s tampe d. However, all otter requirements of the Coe applicabla to g Class MC containcent vessels and to steel liners (ASME Code Div. 2) I are complied with. c) Exce ptions Tre following are exceptions to the requirenents of Section III of tte ASME Co& for Class MC Containuent Vessels. 2
- 1) Tre de sign of tre bottom steel line r (see Section 6.1.3) and tre concre te mat foundation are not included in tre scope of Se etion Ill, Division 1, of tre ASME Code .
- 2) buckling for SRV loads and post-accident flooding are not in tre 2 scope of ASME Se etion Ill, Division 1.
d) Attachce nts Structural steel attachcents teyond the boundaries establiste d for t hz steel containcent are designed and constructed according to tre AISC Manual fc - Steel Construction, Seventh Edition, wtere applicable . The allowable stress limits for otter non pressure re taining parts are in accordane with Sub-Article NE-3131 (e ) of Section III of tre ASME Code . 2 e) For tre concre te mat foundation and tie bottom line r plate anchorage , see Se ctions 6.1.2 and 6.1.6. 6.3 MATERIALS Following is a summary of tre materials scheduled for use on the Containcent: a) Carbon steel plate shall be pressure vessel quality conf orming to ASMS SA-516, Gra& 70, fully killed and normalized. S te ll plate i thickness up to 1 3/4 inctes shall be allowed in which case those plates greater than 1 1/2 inches thick shall te in accordance with Code Case 1714 and have a maximum carbon content of tre product analysis limited to 0.24%. b) Carbon steel forgings shall conf orm to ASME SA-350, Grade normalized and tempe re d. LF1orLF2,! 6-10 Rev 2, 12/20/79 1635 cn9 I
I I c) Carbon steel pipe penetration nozzles shall conform to ASME SA-333 Grade 6 seamless, or ASME SA-155 KCF 70. All penetration nozzles will be furnisned in the normalized condition. d) Carbon steel castings shall conform to ASME SA-352, Grade LCl, normalized and tempe. red. e) Carbon steel bolting shall conform to ASME SA-193-B7 or SA-320-L43, heat treated to obtain their required mechanical properties. f) Structural steel for temporary supports, bracing and similar applica-tions not within the scope of ASME Code shall conform to ASTM A-36. I Embedded structural shapes for the bottom liner and other applications within the scope of ASME Code shall conform to ASME SA-36, 2 None of the materials for the containment vessel will be used in the hot I finished condition. Fracture toughness criteria for the carbon steel materials specified in (a) I through (e) above shall cor <ly with the requirements of ASME Section III, Div. 1 Para NE-2300 or in the case of the bottom liner-Div. 2 Para. CC-2520. The lowest service metal temperature is 30 F and the maximum impact test I temperature shall be 0 F except for Cgde Case 1714 plates for which the maximum test temperature shall be -10 F. Charpy V-notch specimens con-forming to SA-370 Type A shall be used for testing. The surf aces of the structure which form the boundary of the Suppression Pool will have stainless steel cladding to provide corrosion protection. The stainless steel clad will be approximately 100 mils thick and will nc' be included in the evaluation to determine if any post veld heat treatment is required, only the base material thickness will be used in the evaluation. In some areas such as the weir wall and the drywell vents solid stainless s teel may be used . Steel surfaces (stainless or carbon) which come in con-I tact with concrete will not be coated. Also, the internal surf aces of the hollow lower drywell will not be coated. I I I I 1635 020 g 6-11 Rev 2, 12/20/79
6.4 EBASCO/GE/ VENDORS INTERFACE The interf aces among and responsibilities of the NSSS Supplier (General g Electric), the architect engineer (Ebasco) and vendors in the process of g design and analysis of containment structures are discussed below. The NSSS Supplier (GE) investigates phenomena associated with LOCA and l LOCA-mitigating actions which involve the pressure suppression function 5 of suppression pool. This investigation includes determination of building volumes, flow areas, vent areas and layout suppression pool water E capacity, minimum water coverage of vents, location and distribution of g safety / relief discharging lines, etc. for the GESSAR 238 Standard Plant. All this information is then made available for use by the Architect Engineer to establish the geometry of the structures. GE has performed the accident analysis for the Allens Creek PSAR and is responsible for the determination of short term and long term transient pressures and temperatures presented in Chapter 15 of that document. GE has also analyzed the suppression pool dynamic behavior associated with the pressure suppression function of the containment sy s tem. Pressure g loadings have been identified by the NSSS Supplier (GE) f or the GESSAR 238 Standard Plant Containment. In turn this information is used by the AE for 5 its use in establishing a Design Specification f or the containment design. Design margins for ef fective loads will be added by the AE where appropriate. l A definition of the sequence of occurrence of these phenomena as provided a by GE is used in establishing the design basis load combinations. The Architect Engineer (Ebasco) reviews all load inputs and event sequences provided by the NSSS Supplier and determines their proper application in the design of structures. The AE uses the ef fective load (with a design margin where appropriate), the design loads (without a design margin) l and the load combination together with other loads and envelopes all plant a proc as and environmental conditions with a set of design lood combinations. The frequency and severity of the design load combinations serve to deter-mine appropriate structural design criteria (stress limits, strain limits, displacement limit s ) . The A-E is fully responsible for the proper combina-tion of loads and compulsory load combination with other loads and f or the design of structures. For items which have to be designed, fabricated and erected by a vendor (in the case of the containment vessel - Chicago Bridge and Iron) the AE provides full information on loads, load combinations and g structural design criteria in the design and analysis within the scope of g the Design Specification. Vendor: For items which are only fabricated and/or erected by the vendor, the design and anslysis is the A-E's responsibility. This is the caae f or the Drywell l steel portion, the Suppression Pool liner, the weir wall and structural 5 floor members. In the particular case of the containment vessel Vendor (CB&I) the design and analysis is the vendor's full responsibility. However, due to the requirements of the Design Specifications for the containment vessel, 6-12 1635 021 I
the design and analysis methods are agreed upon between the Vendor and the Architect-Engineer. The Vendor must properly document the methods of analysis he proposes to apply, and is responsible for the practical appli-cation of these methods in the design process. His responsibility is not waived by the Architect Engineer's review of the Stress Reports and other design documents. 1635-022 6-13
(Rev 1, 7/8/77) TICURE 6.1-1 STRESS LIMITS FOR CONTAIN'!Ehe VESSEL r Load Stress Criterion Pritury St resses Primary and Peak Stresses Buckling Combination Category Bend + Local Secondary Cen. Memb. P Local Memb. P Memb. P B L Construction Cons t ruct ion Consider for 125% of and Fatigue A11owables Test Overpressure Test 0.90 Sy 1.25 Sy 1.25 Sy 3 S, Analysis gli en by NE-3133 Normal and Operating or Severe Shutdown with S 1.5 S 1.5 S, 3 S, Consider for See Figure b.1-2 or without OBE Fatigue Analysis Normal Not integral and 1.5 S, N/A N/A See Figure 6.1-2 Operating S 1.5 S, Extreme with Continuous SSE Integral and The greater of The greater of The greater of N/A N/A See Figure 6.1-2 Continuous 1.2 S,or Sy 1.8 5 or 1.5 Sy 1.8 S,or 1.5 Sy Abnormal Accident with Severe OBE S 1.5 S 1.5 S N/A N/A See Figure 6.1-2 m m m Post Accident 1.5 S " The greater of The greater of N/A N/A See Figure 6.1-2 - Flood with OBE 1.8 S or 1.5 Sy m 1.8 S or 1.5 Sy m U Abnormal Accident with !;u r integral and S 1.5 S 1.5 S_ N/A N/A See Figure 6.1-2 @ Extreme SSE Continuous Integral and The greater of The greater of The greater of N/A N/A See Figure 6.1-2 Continuous 1.2 S or Sy 1.8 S or 1.5 Sy 1.8 S or 1.5 Sy N m m m U{ Accident with SSE and Rupture Not integral and Continuous Ibe greater of 1.2 S or Sy The greater of 1.8 S or 1.5 Sy The greater of 1.8 S or 1.5 Sy N/A N/A See Figure 6.1 2
- Jet or Missile Loads ;
U o D Ir te:.,ral and 852 of Strees Intensity Limits of N/A N/A 85% of Allow. Continuous Appendix F given by F 1325 l
i FIGURE 6.1-2 2 BUCKLING CRITERIA FOR CONTAINiENT VESSEL I. Method of Determining Critical Buckling Stress in the Cylindrical Shell The methods used for calculating the critical buckling stresses in g the cylindrical shell will be based on correlated results of l theoretical and experimental investigations of stif fened and un-stif f ened vessels. The selected methods will be those which account for imperf ections of the ceae degree which will be allowed in the i vessel fabrication. Both elastic and inelastic buckling behavior j will be considered as follows: a) Critical Elastic Buckling Stresses: i 1) Axial - Computation of critical buckling stress will be g based on an approach which includes consideration of ring g stiffeners such as that described on page 16 of Ref erence ] (1) or similar. For the Post-Accident Flooded loading i condition only the computation will include the stif f ening ef f e ct of the internal water pressure by utilizing the methods of Reference (2) or similar. f
, 2) Circumferential - Computation of critical buckling stress i will include consideration of ring stiffeners and be based i on an approach similar to the A21E Code, Section III, Sub-section NE, Summer 1974 Addenda, including the update of 2 j Para.NE3133 thru the Winter 1973 Addenda.
i
- 3) Shear - Computation of the critical stress will be based on the approach described on page 24 of Reference (1) or similar.
J 1 b) Critical Inelastic Buckling Stresses: j
- 1) axial - When the elastically calculated value of the
( critical axial stress exceeds the proportional limit j (0.55 yield) the critical value to be used in design will be calculated using inelastic correction similar to that described in Section 3.3 of Reference (3). 1 j 2) Circumferential - When the elastically calculated value of the critical circumf erential stress exceeds the , proportional limit the critical value to be used in design will be calculated using AS1E Code, Section Ill, Appendix Vll, Figure VII-llul-2.
- 3) Shear - When the elastically calculated value of the critical shear stress exceeds 0 577 yield the critical value to be used in design shall be 0.577 yield.
i I 1635 024 Rev 2, 12/20/79
l
]
FICUPE 6.1-2 (Cont'd)
! II. Factors of Saf ety and Interaction Check a) The following factors of safety will be applied to the actual stresses in the interaction checks: }
- 1) Operating and Accident Conditions - If the critical
{ buckling stresses are in the elastic range (at or below
; 0.55 yield) a factor of safety of 2.75 will be used.
; In the inelastic range (above 0.55 yield) as the calculated
$ critical values get closer to the material's yield strength the mode of f ailure would increasingly resemble yielding rather than a sudden type fsilure. To provide continuity
( j between the ASME Code stress intensity rules (which provide a safety factor approximately equal to 2.0 against yield f ailure) and the buckling rules, the inelastic factor of q safety will be varied linearly from 2.75 when the critical stress is just above 0.55 yield down to 2.0 when the critical stress is at yield or above.
- 2) Post Accident Flood Condition - A f actor of safety of 2.0 will be used ir .h the elastic and inelastic range.
- t. .
b) Elastic Interaction The following relationship will be satisfied when the critical stresses in the cylindrical shell are in the elastic range:
= Actual Axial x F Actual Circumferential x F
+
q Critical Axial Critical Circumferential +
~:
[ Actual Shear x F ) 2
- I l g 1.0
- ( Critical Shear )
where: 4 j F = Factor Safety = 2.75 for Operating and Accident Condi-tions and 2.0 for Post Accident Flood c) Inelastic Interaction When the critical stresses are in the inelastic range the inter-action in II-b above shall be satisfied using the elastically
- calculated values (Para I-a above) for the critical stresses.
2 In addition the following relationship will be satisfied using the inelastically calculated values (Para I-b above) for the critical stresses: 1635 025 Rev 2, 12/20/79
~ '
i n l l Figure 6.1-2 (Cont'd)
~1 ,
I 3(Actual Shear x F3 )' Actual Axial x F, s1- g ,
} Critical Axial 1 (Yield Stress)*
Actual Circumferential x F 3. 3( Actual Shear x F3 ) e Critical Circumfarential
%1 (Yield Stress)
J where: F 2
= Factor safety in the inelastic range = varies from 2.75 2.0 as per Para II-a F = Factor safety at yield = 2.0
]; 3 III. Stability Check and Stiffener Adequacy
~4 J The buckling stability of the vessel and the adequacy of the stiffeners will be demonstrated by analysis using the public domain computer program BOSAR IV or update.
l 4 i = 7 w 2 i 1s 1635 026 j
. Rev 2, 12/20/79 M
REFERENCES FOR FIGURE 6.1-2
- 1. Citerley, R.L., Anamet Labs, " Stability Criteria for Primary Metal Containment Vessels Under Static and Dynamic Loads", August 1977.
- 2. "The Stability of Thin-Walled Unstif f ened Circular Gylinders Under 2 axial Compression including the Ef f ects of Internal Pressure", harris, et. al, Journal of the Acronautical Scilnces, 8/57.
- 3. Timoshenko and Gere, Theory of Elastic Stability, 2 nd Edition, 1961.
1 4 l 1 1 I l 1 1635 027 Rev 2, 12/20/79 1
j 7.0 DESIG's PROCEDURES FOR ASSOCIATED SYSTEMS AND COMPONENTS Effects of LOCA-related loads (including Main Vent Clearing, Pool Swell, Steam Condensation Oscillation, Chugging and Annulus Pressurization) and Safety Relief Valve Discharge Load on seismic Category I Piping and Equip-ment in the suppression pool area Seismic Category I piping and equipment in the pressure suppression annulus and below the normal water level (elevation 136.58') will be subjected to 1 LOCA-related loads induced in form of water jet, air bubble, steady state condensation and chugging and to SRV quencher loads induced in form of water jet and air bubble. Piping and equipment above the normal water level and at or below elevation 154.58' will be subjected to the bulk mode
-] loads of transient suppression pool water behavior. Above elevation 154.58' and below the HCU floor (elevation 158.75'), piping and equipment will be subjected to impingement loads from the froth mode of suppression
~
pool water behavior. The design and evaluation of the equipment and piping shall be based on a separate set of SRV discharge loads other than those shown in Section 3.5 for the Containment Structure consideration. The pro-1 l cedure described in Attachment B will be used to generate the new set of loads. This procedure utilizes the randan nature of several parameters 2 that significantly influence the phase relationship of the individual air S~ bubbles formed in the suppression pool during multiple SRV discharge events. These loads will be combined with seismic loads in the following manner: LOAD COMBINATIONS /0PERATING CONDITION CATEGORIES / ACCEPTANCE CRITERIA Load Combination a Operating Condition Categories N + SRV Upset
)
N + OBE Upset Upset N + OBE + SRV(All) N + SSE Faulted l i l w s!-
! *See legend at end of table for definition of terms.
)J gynamic loads are to be combined square root sum of the squares.
C Not considered in f atigue evaluations. Peak individual i From rated power initial conditions. From all initial conditions. 635 028 7-1 Rev 2, 12/20/79 1
, .--.s
I Load Combination a Operating Condition Categories N + SSE + SRV Faulted N + SBA + SM Emergency N + IBA + SRV Faulted N + SBA + SSE Faulted 2 N + LOCA + SSE Faulted " d N + LOCA Fau lt ed N + LOCA + SSE + SRV" Fault ed i I I-I I I I I E a See legend at end of table for definitior. of terms. Peak individual gynamicloodsaretobecombinedsquareroot sum of the squares. c Not considered in fatigure evaluations. 2 From rated power initial conditions. d From s.11 initial conditions.
- LOCA plus SRV loads is a tentative load combination pending NRC re-so lu tion .
1635.429 I 7-2 Rev 2, 12/20 79 l
I Load Definition Legend Normal (N) - Normal (e.g., weight, pressure, etc.) i OBE - Operational basis earthquake loads SSE - Loads due to vibratory motion from the safe shutdown i earthquake j' SRV - Safety / relief valve discharge induced loads from two 2 adjacent valves first actuation (SRV ) or from one 3 valve subsequent actuation (SRV ), whichever is greater. SRV - The loads induced by actuationO ,f all safety / relief valves which activate within milliseconds of each other (e.g. , turbine trip operational transient). LOCA The loss-of coolant accident associated with the postulated l - 3 pipe rupture of large pipes. LOCA-related loads include main vent clearing and pool swall, chugging, condensation oscil-lation, and annulus pressurization. SBA - Small-break accident - (For description see Section 2.1.1.3). lLA - Intermediate Break Accident - (For description see Section 2.1.1.2). I I I I I I I I i 1635 030 1 7-3 Rev 2, 12/20/79
m m W m- m Tt
. A1TACllMENT A Hark 111 L'ondensation Oucillation Forcing Function for t - 3.0 to 30.0 Seconc!
~
6 9 TIME PoESSuuE TINE PitESSHOE TIuli lanlissuuE TINE l'HESsuuE TIME PHE SSuuE TIME PilEssanlE (PS10) ( SI:C) (PSID) (SEcl (l*Silu (SEcl #1'S103 ( SI'C l (185101 i SEcl IPSlon g g g $rci 4.911 0 5.347 3.4111 3.000 0. 3.513 4.3474 1.997 0.0(wa0 4.442 -1.9762 4.920 2.3142 5. 3% 3.uolr) M 3.010 3.0 28 2.0550 5.2012 1.522 3.512 4.5578 4.5924 4.007 4.014 0.8045
-0.0129
- 4. 4 FI -3.04S9 4 . 481 0 -4.0121 4.92tl 4.2160 5. 34 4 3.0310 1 . 0 11 4.6010 3.542 4.2594 4.024 -0.5001 4. 4:19 -4.5401 e .917 6.4155 5.373 3.560s
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q ATTACHMENT B l i
!CJLTIPLE SAFETY / RELIEF VALVE ACTUATION f i
FORCING FUNCTION METHOUS j TABLE OF CONTENTS j i SECTION TITLE PAGE l i Bl.0 INTRODUCTION B-5 B2.0 RANDOM PARAMETERS B-6 b2.1 Reactor Vessel Pressure Rise Rate B-6 l B2.2 Valve Setpoint B-6 l i B2.3 Valve Opening Time B-7 ! I B2.0 Quencher Bubble Frequency Distribution B-7 l B3.0 MONTE CARLO TRIAL SIMULATIONS B-13 ; I B3.1 Approach B-13 B3.2 Bubble Arrival Time B-14 B3.2.1 Calculation of Reference j Arrival Time B-14 B3.2.2 Adjustment of Bubble Arrival Time for Valve Setpoint Variations B-14 B3.2.3 Adjustment of Bubble Arrival Time for Valve Opening Time Variations B-14 B3.3 Quencher Bubble Frequency Variations B-15 B3.3.1 Adjustment of Quencher Bubble Frequency for Discharge Line Volume B-15 B3.3.2 Adjustment of Quencher 5ble Time History for Selee i Frequency B-15 1635 041 B-i Rev 2, 12/20/79
I t I i TA8LE OF CONTENTS (Cont'd) g i E SECTION TITLE PAGE B4.0 FACTORS AFFECTING PRESSURE DISTRIBUTION ON THE SUPPRESSION POOL BOUNDARY B-15 = B4.1 Bubbi.e Pressure Attenuation B-16 B4.2 Line-of-Sight Influence B-16 B4.3 Combination of Multiple SRV Pressure Time Histories B-16 B5.0 FORCING FUNCTIONS FOR NSSS EQUIPMENT EVALUATIONS B-16 B5.1 Time Sequencing B-16 B5.2 Pressure Time Histories B-17 B5.3 Vertical Basemat Force and Overturning Moment B-1/ B5.4 Fourier Spectra B-17 B6.0 STRUCTURAL RESPONSE ANALYSIS B-18 I I I I I I
. 1635 042 g I
B-il Rev 2, 12/20/79
ATTACHMENT B i LIST OF FIGURES FIGURE TITLE B2-1 Probability Density Function vs Pressure Rise Rate B2-2 Probability Density Function vs Valve Group Setpoint Variation B2-3 Probability Density Function vs Valve Opening Time Variation 2 B2-4 Probability Density Function vs Bubble Frequency j l B2-5 Quencher Bubble Pressure Tine History l BA-1 Basemat Load vs Time BA-2 Fourier Spectrum of Basemat Force BA-3 Fourier Spectra of Vertical Basemat Force 1635 043 B-iii Rev 2, 12/20/79
l [ Bl.0 INTRODUCTION This attachment describes the procedure for determining the safety / relief valve (SRV) discharge 95-95 percent confidence level forcing functions that are imposed on the containment structure to obtain structural responses [ which are used as input for the evaluation of equipment located within the
; containment. The procedure utilizes the randcm nature of several para-I meters that significantly influence the phase relationship of the indi-( vidual air bubbles formed in the suppression pool during multiple SRV dis-charge events. The random variables that are utilized in this procedure p are 1) SRV Setpoint Tolerance, 2) Valve Opening Tims, 3) Reactor Vessel i Pressure Rise Rate, and 4) Quencher Bubble Frequency. Other parameters that influence the phase relationship are being studied for future appli-cation.
4 The maximum positive and negative bubble pressures for each individual dis-charge location are determined by using the method described in Section r A12.6 of Reference 1. It should be noted that test data indicated random-g ness in the peak pressure amplitude which could also be used for determin-ing structural response. This is also being studied for future applica-tion. 2 t Of the SRV cases identified for consideration in containment structural de-
; sign (Table A4.4 of Reference 1), the expected bounding vertical re3ponse
- ~ at equipac..t locations is based on the all valve case. The expected bound-( ing horizontal 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 cf these four cases, the Fourier Spectra of the forcing functions for 59 Monte Carlo simulations of the event are plotted. 1 A bounding forcing function is then selected in each of the frequency
; ranges of interest for use in developing the dynamic responses at a selected location on the containment struct>re (i.e., basemat, drywell, L and containment). These dynamic responses are then employed for NSSS and BOP equipment evaluations. A dynamic time history analysis is performed to a
determine the acceleration time historie2, response spectra, and displace-1 ments needed. Dynamic respoases for equipment evaluations are made by enveloping the r(salts from the selected trial cases with the largest - Fourier Spectra magnitude in each frequency interval. For clarification, an example is presented in Appendix B.A to this attachment. B2.0 RANDOM PARAMETERS B2.1 REACTOR VESSEL PRESSURE RISE RATE (PRR) ] The pressure rise rate distribution for BWR/6 plants is shown in Figure B2-1. The distribution is determined from an evaluation of BWR/6 transient
, events. The figure represents the probability density function for pres- -j sure rise rates for events opening more than 2/3 of the SRV's, weighted by the relative occurrence of the events and averaged over all reactor condi-tions anticipated during the last 40 percent of an operating cycle. The l lower limit of 40 psi /sec is the minimum pressure rise rate expected to j open 2/3 of the SkV's. The upper limit of 140 psi /see has a high probabil-ity of not being exceeded for any operating condition.
3 _j B-1 Rev 2, 12/20/79 1635 044
D**D *D'TY' CO c . _a It should be noted that the PRR variable is only used in the all valve case Monte Carlo event simulations. B2.2 VALVE SETPOINT The setpoints for SEV's on BWR/6 are arranged in three groups with redun-dant logic trains consisting of a pressure transducer and three pressure g switches. The logic for the 238 BWR/6 design consists of one pressure g switch set at 1103 psi, nine on a pressure switch set at 1113 psi, and the remaining nine on a pressure switch at 1123 psi. A testability feature is g also included which utilizes pressure trip instrumentation. The tolerance 5 on tha nressure switch setpoints with this testability feature is based on a normal (Gaussian) distribution with a standard deviation of 2 psi as shown in Figure B2-2. For the grouped arrangement, the standard deviation l is applied to the group setpoints; thus, the valves within the group will 5 have the same adjustment. The SRV arrangement and pressure setpoints for the Mark III standard plants are identified in Figures A4-3 through A4-9 of Reference 1. The actual location of the quenchers in the suppression pool is defined by the pur-chaser. B2.3 VALVE OPENING TIME (VOT) Test data indicates that there is a normal distribution for the VOT with a standard deviation of 0.009 seconds as shown in Figure B2-3. l B2.4 QUENCHER BUBBLE FREOUENCY DISTRIBUTION (OB H A typical forcing function for a quencher SRV bubble with a frequency of 8 Hz is =hown in Figure A5.ll of Reference 1. The bubble lasts effectively g 0.75 seconds in the 'ppression pool. In the 8 Hz bubble, the pressure de- g cays to one-third of t he peak value over 5 cycles and a complete pressure cycle oscillation period lasts 0.125 seconds, 0.05 seconds for the positive pulse and 0.075 seconds for the negative pulse. For other frequencies, the
- same damping definition applies, i.e., twocthird decay over 5 cycles, or 0.133 decay per cycle.
~
The quencher bubble pressure time history in Figure AS.ll of Feference 1 is an idealized bubble model. For the purposes of this procedure a pressure time history curve is constructed by Essigning half sine waves to both the g positive and negative portions as shown in Figure B2-5. The P and g Pg ratios and the positive and negative pulse duration peric2s are maintained. This provides a time history that is more representative of the test observations and allows for computer simulation. Quencher test data shows that the frequency of the air bubble is a function of the SRV discharge line air volume. The distrib fre- g quencies for a discharge line air volume of 50 is ft.gtion shown of in bubble Figure 5 B2-4 and is used as the reference for this procedure. This reference value is the SRV line volume from the operating plants from which the Quencher bubble frequency data was obtained. The normal distribution for the curve l W has a mean frequecy of 8.1 Hz with a standard deviation of 1.7 Hz. It is truncated at thc minimum and maximum bounds of 5 and 12 Hz. I B-2 Rev 2, 12/20/79 R ms m
B3.0 MONTE CARLO TRIAL SIMULATIONS 33.1 APPROACH There are four SRV cases that are considered to get bounding forcing func-
] tions for the equipment evaluations. They are:
i
~
Single Valve subsequent actuation i - Two adjacent valves ADS valves I j - All valves In each of these cases, 59 Monte Carlo trials are performed in which apprc-
- priate random variable adjustments are selected for the parameters listed in Section B2.0. For the single valve subsequent actuation case only the quencher bubble frequency is varied. For the ADS two adjacent valves 7 cases, the valve setpoint tolerance and pressure rise rate considerations j are not incorporated for obtaining the forcing function because the entire group of ADS valves is simultaneously activated by a single signal. For
; all val'e case all variables are considered.
5 The all valve trials each consist of selecting a random pressure rise rate from Figure B2-1 and a random pressure switch setpoint for each group of SRVs using Figure B2-2. This information is used to compute the bubble arrival time dif ference or separation between each group of valves. These bubble arrival times are adjusted for each individual valve by randomly _ selecting a time variation due to valve opening time (VOT) using Figure B2-3. Once the bubbles are in the suppression pool, each bubble frequency is ran-domly varied by selecting a frequency from a unique distribution for the discharge line volume involved. See Figure B2 4 for typical distribution for discharge line with an air volume of 50 ft3. The bubble time his-tory for each valve location is then used to determine the forcing function on the suppression pool boundary by utilizing the methods described in Section A10.3.1 of Reference 1. g For the ADS and two adjacent valve cases, each trial assumed that all J valves are actuated together and then bubble phasing is adjusted by ran-domly selecting a time variation due to VOT for each valve. Each bubble
] frequency is then randomly selected as for the multiple valve trials. For j_
the single valve case only the bubble frequency is varied. B3.2 EUBBLE ARRIVAL TIME 5 B3.2.1 CALCULATION OF REFERENCE ARRIVAL TIME The arrival time for each air bubble in the suppression pool relative to the lowest set SRV is a function of the SRV setpoint arrangement and the reactor pressure rise rate. Assuming no tolerance on setpoints, no varia-tion in valve opening time (VOT), and randomly selecting a pressure rise J B-3 Rev 2, 12/20/79 m 1635 046
I rate (PRR), the arrival times of the bubbles in the suppression pool are I computed by dividing the nominal setpoint differences (i.e.,.sp = 10 and 20 psi for BWR-6) by the 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 is 0.077 and 0.154 seconds, based upon PRR = 130 psi /sec. B3.1.2 ADJUSTMENT OF BUBBLE ARRIVAL TIME FOR PRESSURE SETPOINT VARIATIONS Each Monte Carlo trial will include an adjustment of the bubble arrival times as calculated in Section B3.2.1 by alightly increasing or decreasing I the valve setpoint for each group of valves. This is done by using a ran- E g dom number generator code to select valve setpoint variation from the dis-tribution shoun in Figure B2-2. B3.2.3 ADJUSTMENT OF BUBBLE ARRIVAL TIME FOR VALVE OPENING TIME VARIATIONS Each Monte Carlo trial will include an adjustment of the bubble arrival I 3 time as calculated in Section B3.2.2 by slightly increasing or decreasing the VOT for each valve. This is done by using a random number generator code to select VOT variation from the distribution shown in Figure B2-3. B3.3 QUENCHER BUBBLE FREQUENCY VARIATION B3.3.1 ADJUSTMENT OF BUBBLE FREQUENCY FOR DISCHAROC LINE AIR VOLUME l 2 W As indicated in Section B2.4 the frequency of the quencher bubble is a function A reference line air volume g of 50 ft.gf the hasSRV beendischarge selected toline air volume. shown in Figure B2-5. generate the bubble pressure timc history For each SRV discharge line volume a unique fre-5 quency distribution is generated by adjusting all of the characteristics (mean, standard deviation, lower bound, upper bound) of the reference dis-tribution curve by multiplying by the cube root of the ratio of 50 ft.# = to the actual air volume in the SRV dgscharge line. For example, the ad jus tment of frequency for a 100 ft. line volume is: 8.1 Hz x D = 8.1 x 0.79 = 6.4 Hz Il00 Examples for the other characteristics: I Volume Mean Std. De v. Lower Bound Upper Bound (ft ) (Hz) (Hz) (Hz) (Hz) 50 8.1 1.7 5 12 100 6.4 1.3 4 9.5 I Rev 2, 12/20/79 I B- 4 I 1635 047
u d i
, B3.3.2 ADJUSTMENT OF QUENCHER BUBBLE TIME HISTORY FOR SELECTED i FREQUENCY In each !! ante Carlo trial, a random number generator code is used to select ] a frequency from each of the frequency distribution curves generated in j Section B3.3.1. For each frequency selected, a time history of the Quencher bubble pressure oscillation is generated by ad justing the refer- - ence time history (8.0 Hz). This is accomplished by maintaining the ratio I of negative to positise pulse period constant. The pressure cycle period, positive pressure pulse time and negative pressure pulse time are adjusted by multiplying each by the ratio of the reference frequency (8 Hz) to the selected frequency. For example, for 6 Hz:
Pressure cycle period = 0.125 sec. 8 Hz = 0.167 sec. 6 Hz Positise pressure pulse time = 0.05 sec. 8 Hz = 0.067 sec. 6 Hz Negati ve pressure pulse time = 0.075 sec. 8 Hz = 0.100 sec. 6 Hz t i Number of cycles per = Bubble duration = 0.75 sec. = 4.5 cycles O.75 sec. duration Pressure cycle period 0.167 sec/ cycle B4.0 FACTORS AFFECTING PRESSURE DISTRIBUTION ON THE SUPPRESSION POOL 5 BOUNDARY 2 B4.1 } BUBBLE PRESSURE ATTENUATION The attenuation of the bubble pressure with distance r from the quencher is . 2r /r where r = radius of the quencher (= 4.87 ft) and r 2r see i SeStion A.10.3.1 of Re ference 1) . r = true spatial distance $ro(m the quencher center to the node. 7 B4.2 LINE-OF-SIG11T II. FLUENCE N The line of-sight criterion for the bubble pressure states that points which cannot be seen through a direct line from the outer radius of the quencher arms to the location in question will not be affected by the 3 pressure from that quencher (see Section A.10.3.2.1 of Reference 1). t B4.3 C0:1BINATION OF !!ULTIPLE SRV PRESSURE TIME HISTORIES 5 The time sequencing application provides a given phase relationship between
, quencher bubbles. The pressure at each node point and time step is calcu-lated by combining the contribution from each valve (in the line of sight) using algebraic summation. At each node where the total calculated pres-sure at any time step exceeds the maximum pressure (positive or negative) f rom ar.y of the contributing valves, the calculated pressure at the speci-j fic tise step is set equal to the maximum bubble pressure at the same instant in time.
- B-5 Rev 2, 12/20/79 r
. 1635 048
I 35.0 FORCING FUNCTIONS FOR NSSS EQUIPMENT EVALUATION 35.1 TIME SEQUENCING Time sequencing with random parameters is used to arrive at the forcing function f or the multiple SRV air-clearing events referenced in Section 33.1. A Monte Carlo technique is used to generate the building forcing function for equipment evaluations. The bounding forcing function f rom 59 trials g will result in a 95 percent conf idence level that 95 percent of the time the actual forcing function will be less than the forcing function deter-5 mined by the Monte Carlo technique. 35.2 PRESSURE TIME HISTORIES Fif ty-nine (59) cases of pressure distribution on the pool boundary are calculated using the random parameters delineated in Section B2.0. B5.3 VERTICAL BASEMAT FORCE AND OVERTURNING MOMENT The total basemat force is calculated as a fuc7 tion of time by integrating the node pressures over the suppression pool basemat incremental areas. The overturning moments (about two perpendicular horizontal axes through the basemat center upper surface) are calculated, as a function of time-, g 5 by integrating the product (node pressure x the incremental area moment arm x the incremy1tal area) over the suppression pool boundary (contain-ment, basemat, and drywell wall). B5.4 FOURIER SPECTRA Fourier spectra (Ref erences 2 and 3) of the vert' cal basemat force :.nd overturning moment f or the 59 cases are developes f or selecting the cases used to determine dynamic responses for equipment evaluations. The signif- g icant f requency range is divided into three" f requency intervals as deter- 5 mined below: Step 1. Adjust the mean frequency of each safety / relief valve discharge l line f or air volume dif f erences, see Subsection B3.3.1. W Step 2. Calculate the mean frequency (f m) for all applicable safety relief valve discharge lines. Step 3. Establish the frequency intervals based on 0.5 fm to 1.5 fm, 1.5 fm to 2.5 f m, and 2.5 fm to 3.5 f m. where fm = l_ f; i = 1,...,N N N = total no. of valves actuated 3 The basemat loading cases with the largest spectral value within each fre-5 quency interval (from the 59 cases) are selected f or determination of { eq uipment responses. B-6 Rev 2, 12/20/79
' ~
1635 049 I
B6.0 STRUCTURAL RESPONSE ANALYSIS Forcing functions corresponding to the case selected in each frequency range (selected in Section B5.4) are used as input to the structural 2 analysis. Structural dynamic analysis is then performed for these selected cases. The resulting dynamic responses are then enveloped for NSSS and BOP equipment evaluations. 1635 050 Rev 2, 12/20/79 B-7
I l E
7.0 REFERENCES
- 1. Attachment A, Appendix 3B of GESSAR Amendment 43.
- 2. Cooley, J.W., & Tukey, J.W., (1965), "An Algorithm for the Machine 2 Calculation of Complex Fourier Series," Mathematics of Computation, ,
Vol. 19, No. 90, pp 297-301.
- 3. Shingleton, Richard C., "On Computing the Fast Fourier Transform,"
Communication of Applied Computation Mathematics, 1967, pp 647-654 I I I I I I I I I I I I
- B-8 Rev 2, 12/20/79 I
9 i APPENDIX BA
} EXAMPLE OF TYPICAL TIME SEQUENCINO APPLICATION This example is provided to clarify the time sequencing procedures pro- ,
vided in this attachment. Typical random parameter values are used to ! outline the steps required to determine the bounding vertical basemat : i force. Examination of the Fourier spectra for the vertical basemat force j i_ and overturning moments permits calculation of bounding equipment i responses. Guidelines for selecting the bounding responses for equipment ' evaluations are included. BA.1 RANDOM PARAMETERS The following random parameters are used: pressure setpoints, valve opening time, and vessel pressure rise rate. The random parameter values ' j used in this example problem are: (1) Pressure rise rate distribution per Subsection B2.1. (2) Pressure setpoints variation per Subsection B2.2. Mean Standard
, Setpoint Deviation Valves (psi) (psi) 2 1 1103 2 i
I 9 1113 2 9 1123 2 (3) Valve opening time variations per Subsection B2.3 j Standard deviation = 0.009 sec. m Step 1 An 80 psi /sec vessel pressure rise rate was randomly selected from Figure E2-1. 4
) Stpp 2
- The valve pressure setpoints are randomly selected from a random number
~
; generator code using the distribution given in Figure B2-2. The valve pressure setpoints from a typical random selection are 1104.5 psi, 1114.3 psi, and 1124.6 psi.
i i
- Note that this example is for the 238 BWR/6 Mark III standard plant with
, a ganged valve arrangement. l 1
1635 052 i BA-1 Rev 2, 12/20/79 i
I Step 3 The relative valve opening time for each of the two groups of 9 valves is calculated: Valve setpoint (psi) - Valve setpoint (psi) l T (sec) = (1) (1) ! I Pressure rise rate (psi /sec) f, where i = 2, 3 (the number of subsequent valve groups), and 1 = thr. reference valve.. j llence, for i = 2, the valve opening time for the first group of 9 valves I is: T.,~
= 1114.3 - 1104.5 - 0.1225 sec j l 80 :
Step 4 ? The bubble arrival time is calculated by adding the group valve opening i time and a randomly selected delta time for each valve using the valve ! ', opening time distribution shown in Figure B2-3. Therefore, for each { quencher the bubble arrival time = T(Er up) + individual valve opening i time (IVOT). For this sample problem, the typical set of randomly selected IVOT's for the distribution values stated above are: f Valve No. IVOT (sec) Valve No. IVOT (sec) Valve No. IVOT (sec) 1 0.067 7 0.067 13 0.056 : 2 0.069 8 0.051 14 0.061 3 0.065 9 0.062 15 0.056 i 4 0.059 10 0.065 16 0.065 l 5 0.063 11 0.058 17 0.057 i 6 0.038 12 0.057 18 0.071 l 19 0.069 Note that a mean value of 0.057 see is included in the above numbers. Add- l l W ing these values to the group Tf calculated in Step 3 and normalizing to have the first bubble arrive at zero time results in the following bubble arrival times: I I BA-2 Rev 2, 12/20/79 1635 053 I
= Arrival Time Arrival Time Arrival Time Valve No. (sec) Valve No. (sec) Valve No. (sec) 1 0.125 7 0.125 13 0.243 l 2 0.256 8 0.238 14 0.127 3 0.123 9 0.120 is 0.243 ; 4 0.247 10 0.0 16 0.124 s 0.122 11 0.246 1/ 0.245 0.225 12 0.116 18 0.129 i 19 0.256 ' BA.2 BUBBLE FREOUENCIES Bubble f requencies for individual quenchers are randomly selected from a random number generator code using the distribution shown in Figure B2-4.
._ Typical random bubble frequency values for the 19 quenchers are:
Valve No. Frequency (Hz) Valve No. Frequency (Hz) 1 6.56 11 /.22 2 9.77 12 5.39 3 9.15 13 3.68 4 5.01 14 8.60 5 9.33 13 9.86 6 6.88 16 7.04 7 9.41 1/ 11.08 8 9.10 18 8.68 9 7.92 19 c.52 10 11.14 NOTE: For this example, all lines are considered as uniform in length and frequencies are randomly selected from one Ouencher Bubble Frequency (QBF) distribution curve (Figure B2-4). In this example, mean = 8.23 Hz and a= 1.80 Hz. With nonuniform line lengths, Subsection B3.2.1 is used to develop uniga,-: QBF distribution curves from which a frequency is randomly selectej for each line. 1635 054 BA-3 Rev 2, 12/20/79
I BA.3 The forcing function is calculated by computing the pressure di'stri- l
=
bution around the pool boundary using the criteria defined in Sec-tion B4.0 which are: (1) 2r /r attentuation, r 9
= quencher radius and r 2 2r9.
(2) Line-of-sight influence. (3) Algebraic summation at each time step of the individual pres-
' I sure waves.
(4) Truncation of the total calculated pressure to the maximum bubble pressure of any of the pressure waves in the pool at ! each time step. The basetat force vs time shown in Figure BA-1 is computed for a typical trial case. 2l a The Fourier spectrum of this basemat force (Section B5.0) is calcu-lated in Figure BA-2. BA.4 A Monte Carlo technique is used to generate 59 forcing functions. This gives 95% confidence and 95% probability that these loads will not be exceeded. The significant frequency range for building and equipment evaluation is t'.en divided into seve.al frequency inter-vals. Out of these 59 t ials, the maximum trial case is selected for each frequency interval based on the peak Fourier amplitudes of the integrated vertical basemat forces or overturning moment, in that frequency interval. Figure BA-3 shows an example.of this selection procedure. Structural dynamic analyses are performed for these potential critical cases. The resulting dynamic re-sponses are then enveloped for NSSS and BOP equipment evaluation. I I I I I 1635 055 g BA-4 Rev 2, 12/20/79 I
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l I I l l EXAMPLE RUN 48 I l = == = = R U N 26
! RUN 12 l M RUN 37
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RUN 37 l l l% _ _ I l g; g g; FREQUENCY fi = FREQUENCY INTERVAL NOTES: 1. FOURIER SPECTRA OF FORCING FUNCTION FOR ALL 59 MONTE CARLO RUNS ARE PLOTTED. 2. THE ABOVE EXAMPLE SHOWS MAXIMUM FORCING FUNCTIONS IN THE THREE SELECTED FREQUENCY INTERVALS.
. B
- RUN 48 IS MAX. FOR FREQUENCY INTERVAL, f; RUN 12 IS MAX. FOR FREQUENCY INTERVAL, f; J
- RUN 26 IS MAX. FOR FREQUENCY INTERVAL, f; 3.
RUN 37 IS A TYPICAL NON-MAXIMUM CASE' 4. THE TIME HISTORIES FOR RUNS 48,12 and 26 ARE USED IN DEVELOPING DYNAMIC RESPONSES. 56 J THE DYNAMIC RESPONSES THAT RESULT FROM THESE FORCING FUNCTIONS ARE THEN ENVELOPED FOR NSSS & BOP EQUIPMENT EVALUATIONS. 1 Rev 2, 12/20/79
] HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 j
l FOURIER SPECTRA 0F FORCING FUNCTIONS FIGURE BA-3
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VALVE OPENING TIME VARIATION (FOR CROSBY & DIKKERS VALVES) FIGURE B2-3
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