Kariwa Nuclear Power Station Unit 7

Transcription

1 Outline of Post-Seismic Investigations and Evaluation Plan for Kashiwazaki-Kariwa Kariwa Nuclear Power Station Unit 7 January 2008 The Tokyo Electric Power Co., Inc. 1

2 Outline Overview of Post-Seismic Investigations and Evaluations Inspections of Systems, Structures and Components Seismic Response Analyses 2

3 Post-Seismic Investigations and Evaluation Plan TEPCO has been conducting Post-Seismic Investigation and Evaluation in accordance with the internal manuals. TEPCO has submitted the plan for mechanical, electrical and I&C components of Unit 7 to the extent instructed by NISA*. *Instruction by NISA: Plan to inspect and evaluate the soundness of facilities at the Kashiwazaki-Kariwa Nuclear Power Station following the 2007 Niigataken Chuetsu-oki Earthquake (issued on 11/9/07 ) Current Inspections and Analyses that are now being taken place at Unit 7 are based on the Plan. Plans for other Units and/or Facilities are to be submitted. 3

4 Overview of Comprehensive Post-Seimic Evaluation Inspections of SSCs Basic inspection Seismic Response Analyses Seismic response analysis result No detection of abnormality Abnormal Additional inspection Relatively Less margin Good Comprehensive evaluation of equipment integrity 4

5 Inspections of Systems, Structures and Components 5

6 6 Inspections for Seismic Classes A/As General Visual Inspection (Completed) Basic Inspection Analyses Visual Inspections were taken place by Abnormality possibly seismic design specialists and confirmed no to influence to major significant to maintain current cold shutdown. components Ex.) Insulation Fall Term: August 2 to September 7, 2007 Inspectors: 50 Manufactures Engineers and 10 TEPCO Engineers Result: No significant abnormalities to possibly influence on Seismic Safety were identified. Inspection in detail by Seismic Structure Inspections ( Support, Foundation etc.), Functional Test and so on Analyze by the conditions at the earthquake hit and by following the same procedures as the ones on the construction permit. Identified Abnormality Point that the result of analysis is severe Additional Inspections Based on the each inspection result, Cause Analysis is taken place by the detailed inspections. Examples: Dimension Measurement Non-destructive Test - Foundation Bolts, Pipings Destructive Test using the actual components - PLR Pipings etc. Shaking Test by Mockups - Viewpoint of Public Acceptance should be taken in account Completion Goal for Unit 7: June, 2008 Comprehensive Evaluation Evaluate the Soundness by the combination of these items

7 Inspections for Seismic Classes B/C Walkdown (Completed) Confirmed the Post-Seismic Condition of Components and nonconformities by Engineers from TEPCO and its Partners. Examples of Abnormalities: B Class: Reactor Building Ceiling Crane C Class: Transformers, Fire Protection Piping, Filtered Water Tank, etc. Additional Inspections Basic Inspections Investigate in detail by Seismic Structure Inspections ( Support, Foundation etc.), Functional Test and so on Identified Abnormality Based on the each inspection result, Cause Analysis is taken place by the detailed inspections. Analyses (Partially) Analyze some components that might cause repercussions for more significant components Point that the result of analysis is severe Examples: Dimension Measurement Non-destructive Test Destructive Test using the actual components Shaking Test by Mockups Completion Goal for Unit 7: June, 2008 Comprehensive Evaluation Evaluate the Soundness by the combination of these items 7

8 Component Categories for Unit 7 Dynamic Components Static Components 1) Vertical Pump 2) Horizontal Pump 3) Reciprocating Pump 4) Turbine for Pump Drive 5) Motor 6) Fan 7) Refrigerating Machine 8) Air compressor 9) Valve 10)Damper 11)Emergency Diesel Generator 12)Control Rod 13)Control Rod Drive 14)Main Turbine 15)Generator 16)Internal Pump 17)Fuel Handling Machine 18)Crane 19)Reactor Pressure Vessel 20)Reactor Internals 21)Piping 22)Fuel Rack 23)Heat Exchanger 24)Condenser, Feed Water Heater, Moisture Separator & Reheater 25)Pool Liner 26)Transformer 27)Battery 28)Breaker 29)Gauge, Relay,, Regulator, Detector, Transducer 30)Primary Containment Vessel 31)Accumulator 32)Filtration Demineralizer 33)Strainer / Filter 34)Steam Jet Air Ejector 35)Dehumidifier 36)Tank 37)Instrumental Rack 38)Control Panel 39)HVAC Duct 40)Fuel Assembly Buildings and structures such as reactor building etc. are also checked and evaluated to their structural characteristics. 8

9 Inspections Dynamic Components SSC Basic inspection Results of Inspection &analysis Additional inspection vertical-type pump horizontal-type pump Visual inspection Result Disassembly inspection Dynamic Component reciprocating pump motors fans refrigerating machine Control rod drive main turbine Test run Performance Vibration Leakage Judgment of additional inspection Result of seismic response analysis internal pump etc. 9

10 Inspections Static Components SSC Basic inspection Results of Inspection &analysis Additional inspection reactor pressure vessel etc. Visual inspection Result Selection of inspection point Judgment of additional inspection Detailed visual inspection Confirmation of dimension Static Component piping heat exchanger pool lining Design evaluation Visual inspection Leak test Result of seismic response analysis Nondestructive testing Disassembly inspection Pressure test Material test tank etc. 10

11 Inspections Static Components (continued) SSC Basic inspection Results of Inspection &analysis Additional inspection trans former Visual inspection Result control system equipment etc. Insulation resistance measurement Judgment of additional inspection Disassembly inspection Characteristic test Static Component Function checkout test Result of seismic response analysis control panel Visual inspection Result instrumentation rack etc. Judgment of additional inspection Confirmation of dimension 11

12 Inspections Support Structures SSC Basic inspection Results of Inspection &analysis Additional inspection Basement of Visual inspection Result equipment Percussion test Selection of inspection point Judgment of additional inspection Confirmation of loosed bolt Surface inspection Support Structure Supporting leg Design evaluation Visual inspection Result of seismic response analysis Result Nondestructive testing Material test Judgment of additional inspection Surface inspection Nondestructive testing Result of seismic response analysis 12

13 Inspections Support Structures (continued) SSC Basic inspection Results of Inspection &analysis Additional inspection Static restraint Visual inspection Result Judgment of additional inspection Surface inspection Nondestructive testing Support Structure Dynamic restraint Visual inspection Result of seismic response analysis Result Judgment of additional inspection Material test Shake down Disassembly inspection Result of seismic response analysis 13

14 Seismic Response Analyses 14

15 Overall Flow Data from this earthquake Equipment of Class A and As Middle floor data from the earthquake Comparison Seismic response analysis of the building FRS Other equipment Large-sized components Evaluation of the Building Building component coupled analysis Detailed analysis Calculating equipment response Response > allowable stress Integrity evaluation (comparison with allowable stress) Comprehensive Evaluations of Equipment Integrity 15

16 Seismic Response Analysis of Reactor Building 16

17 Components to be Seismically Analyzed Components that are classified as Classes 1, and 2 with immense seismic significance (Seismic classes As and A components and the other components subject to seismic analysis with dynamic ground motion) 17

18 Analysis Overview of Reactor Buildings (Time domain) (Frequency domain) 45m Unit 1 Reactor Building 88m Transfer function from the top of the foundation slab to each part of the building & H R B (ω) Time history waveform of the && u B (t) seismic wave observed on the top of the foundation slab Time history waveform of the response of each part of the building && u F (t) Time history waveform of the seismic wave observed on the top of the foundation slab && u B (t) Fourier inverse transformation Amplitude 0 Fourier transformation Fourier transformation of the response of each part of the building && U F (ω) Frequency Fourier transformation of the seismic wave observed on the top of the foundation slab && U B (ω) Multiplication of transfer function & U (ω) = && U (ω)* && H (ω) F Phase π 0 π π Frequency B R B Amplitude 0 Frequency Phase π 0 π π Frequency 18

19 Layouts of Seismometers Unit 1 Reactor Building (BWR Mark II ) Reactor Building 2FL (T.M.S.L m) B5FL (Base Mat) (T.M.S.L. 32.5m) 19

20 Layouts of Seismometers in Unit 7 R/B Reactor Building 3FL (T.M.S.L m) B3FL (Base Mat) (T.M.S.L. 8.2m) 20

21 Data Observed on the Base Mat Unit 1 Maximum Value Ground Building Primary (Simulation) (h=0.05) Ground Building Primary (Simulation) (h=0.05) Ground Building Primary (Simulation) (h=0.05) 加速度 (cm/s 2 ) 1000 加速度 (cm/s 2 ) 1000 加速度 (cm/s 2 ) 周期 ( 秒 ) 周期 ( 秒 ) 周期 ( 秒 ) NS EW UD 21

22 Data Observed on the Base Mat Unit 7 Maximum Value Ground Building Primary (Simulation) (h=0.05) Ground Building Primary (Simulation) (h=0.05) Ground Building Primary (Simulation) (h=0.05) 加速度 (cm/s 2 ) 1000 加速度 (cm/s 2 ) 1000 加速度 (cm/s 2 ) 周期 ( 秒 ) 周期 ( 秒 ) 周期 ( 秒 ) NS EW UD 22

23 Analysis Models Unit 1 Reactor Building T.M.S.L. 36.0m T.M.S.L. 5.0m (GL) T.M.S.L. 5.0m (GL) T.M.S.L. 24.5m T.M.S.L. 18.0m T.M.S.L. 12.8m T.M.S.L. 5.3m T.M.S.L. -2.7m T.M.S.L. -9.7m T.M.S.L m T.M.S.L m T.M.S.L m T.M.S.L m Horizontal Vertical 23

24 Analysis Models Units 7 Reactor Building T.M.S.L. 49.7m T.M.S.L. 38.2m T.M.S.L. 31.7m T.M.S.L. 23.5m T.M.S.L. 12.0m (GL) GL T.M.S.L. 12.0m (GL) GL T.M.S.L. 18.1m T.M.S.L. 12.3m T.M.S.L. 4.8m T.M.S.L. -1.7m T.M.S.L. -8.2m T.M.S.L m Horizontal Vertical 24

25 Results of Analysis Unit 1 Maximum Response Shear Strain NS EW Rooftop K1 R/B NS Rooftop K1 R/B EW Overhead Crane 3F 2F 1F B1F B2F B3F Overhead Crane ひび割れ発生 Approximate の目安値 value at which 3F shear cracks 2F would occur* 1F B1F B2F B3F Approximate value at which shear cracks would occur* ひび割れ発生の目安値 B4F B4F B5F Max. 最大応答せん断ひずみ Response Shear Strain( 10-3 ) Max. 最大応答せん断ひずみ Response Shear Strain( 10-3 ) * 1999 Allowable Stress Design Method Standards for Calculating Reinforced Concrete Structures and the Description Thereof by the Architectural Institute of Japan B5F 25

26 Results of Analysis Unit 7 Maximum Response Shear Strain NS EW Rooftop NS Exterior 外壁 Wall NS RCCV K7 R/B NS 方向 Rooftop EW Exterior 外壁 Wall EW RCCV K7 R/B EW 方向 Overhead Crane Crane floor 4F 3F T.M.S.L. (m) 2F 1F Overhead Crane Approximate 4F value at which shear cracks 3F would occur* ひび割れ発生の目安値 T.M.S.L. (m) 2F 1F Approximate value at which shear cracks would occur* ひび割れ発生の目安値 B1F B1F B2F B2F B3F B4F Max. 最大応答せん断ひずみ Response Shear Strain( 10-3 ) Max. 最大応答せん断ひずみ Response Shear Strain( 10-3 ) * 1999 Allowable Stress Design Method Standards for Calculating Reinforced Concrete Structures and the Description Thereof by the Architectural Institute of Japan B3F B4F 26

27 Results of Analyses Floor Response Spectra (intermediate floors) NS EW UD Unit 1 Acceleration 加速度応答スペクトル response spectrum(m/s 2 ) 2 ) K1 R/B NS (TMSL12.8m) h=0.05 Observed 観測 Analyzed 解析 周期 ( 秒 ) Cycle (second) Acceleration 加速度応答スペクトル response spectrum(m/s 2 ) K1 R/B EW (TMSL12.8m) h=0.05 Observed 観測 Analyzed 解析 周期 ( 秒 ) Cycle (second) Acceleration 加速度応答スペクトル response spectrum(m/s 2 ) 2 ) K1 R/B UD (TMSL12.8m) h= Cycle 周期 (second) ( 秒 ) Observed 観測 Analyzed 解析 Unit 7 Acceleration response spectrum(m/s 2 ) K7 R/B NS (TMSL23.5m) h=0.05 Observed Analyzed Acceleration response spectrum(m/s 2 ) K7 R/B EW (TMSL23.5m) h=0.05 Observed ved Analyzed zed Acceleration response spectrum(m/s 2 ) K7 R/B UD (TMSL23.5m) h=0.05 Observed ved Analyzed zed Cycle (second) Cycle (second) Cycle (second) 27

28 Result of Unit 7 Component Response Analyses 28

29 Structural Strength of Representative Unit 7 Equipment Subject Natural period Stress Calculated Stress (N/mm 2 ) Allowable (III A S) (N/mm 2 ) Analysis [Note 1] Reactor pressure vessel (Foundation bolt) 0.07 Tension A Core support structure (Shroud support) 0.14 Axial compression B Residual heat removal piping Residual heat removal pump (Foundation bolt) 0.21 Primary B 0.05 or lower Shear A Main steam piping 0.17 Primary B Containment vessel (Dry well) 0.43(NS) 0.42(EW) Bending A Beginning of life Middle of Life End of Life Analysis Fuel Cladding Tube (Supporting Grid Interval) Ratio to Allowable Stress B Note 1. A indicates simple evaluation, and B indicates evaluation equivalent to that performed during design 29

30 Dynamic Functionality of Representative Unit 7 Equipment Subject Control rod insertion performance Relative Displacement (mm) Natural period* 1 Calculated Value* 2 Functionality-Confirmed Relative Displacement* Subject Natural period* 1 Horizontal Acceleration (G) * 3 Vertical Acceleration (G) * 3 Calculated Value* 4 Functionality -confirmed acceleration Calculated Value* 4 Functionalityconfirmed acceleration Residual heat removal system pump 0.05 or lower * 1 The natural period is horizontal and rounded off to the third decimal place. * 2 The first digit is rounded up in the calculated value. The first digit is disregarded for functionality-confirmed relative displacement. * 3 G=9.8065(m/s2) * 4 The second digit after the decimal point is rounded up in the calculated value. 30

31 Unit 7 R/B Floor Response Spectra (1/4) (Horizontal) (Vertical) KK-7 R/B TMSL +38.2m ((D.F. 減衰 1.0%) KK-7 R/B TMSL +38.2m( (D.F. 減衰 1.0%) 1.0%) Black: S2 of the design (NS-EW Inclusion) Red: Result 建設時 of Building S2(NS,EW Response 包絡 ) Analysis (NS-EW Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) 8.0 Inclusion) 建屋応答解析結果 (NS,EW 包絡 ) 8.0 Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Overhead Crane Level Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 10.0 KK-7 R/B TMSL +31.7m ((D.F. 減衰 1.0%) 10.0 KK-7 R/B TMSL +31.7m( (D.F. 減衰 1.0%) 1.0%) Black: S2 建設時 of the S2(NS,EW design (NS-EW 包絡 Inclusion) ) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Red: Result of Building Response Analysis (NS-EW 8.0 建屋応答解析結果 (NS,EW 包絡 ) Red: Result 8.0 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) 4F Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 31

32 Unit 7 R/B Floor Response Spectrum (2/4) (Horizontal) (Vertical) 3F Acceleration 加速度 (G) (G) KK-7 R/B TMSL +23.5m ((D.F. 減衰 1.0%) Black: 建設時 S2 of S2(NS,EW the design (NS-EW 包絡 ) Inclusion) Red: Result of Building Response Analysis (NS-EW 建屋応答解析結果 (NS,EW 包絡 ) Inclusion) Blue: 観測波 Observed (NS,EW Response 包絡 )(NS-EW Inclusion) Observed data Acceleration 加速度 (G) (G) KK-7 R/B TMSL +23.5m( (D.F. 減衰 1.0%) 1.0%) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Blue: Observed Response (UD) 観測波 ( 上下 ) Observed data Cycle 周期 ((second) 秒 ) Cycle 周期 (second) ( 秒 ) 10.0 KK-7 R/B TMSL +18.1m ((D.F. 減衰 1.0%) 10.0 KK-7 R/B TMSL +18.1m( (D.F. 減衰 1.0%) 1.0%) Black: S2 建設時 of the S2(NS,EW design (NS-EW 包絡 ) Inclusion) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Red: Result of Building Response Analysis (NS-EW Red: Result 8.0 建屋応答解析結果 (NS,EW 包絡 ) 8.0 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) 2F Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 32

33 Unit 7 R/B Floor Response Spectra (3/4) (Horizontal) (Vertical) KK-7 R/B TMSL +12.3m ((D.F. 減衰 1.0%) KK-7 R/B TMSL +12.3m( (D.F. 減衰 1.0%) 1.0%) 10.0 Black: 建設時 S2 of the S2(NS,EW design (NS-EW 包絡 ) Inclusion) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Red: Result of Building Response Analysis (NS-EW 建屋応答解析結果 (NS,EW 包絡 ) Red: Result 8.0 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) 1F Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) B1F Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) KK-7 R/B TMSL +4.8m ((D.F. 減衰 1.0%) KK-7 R/B TMSL +4.8m( (D.F. 減衰 1.0%) 1.0%) Black: 建設時 S2 of the S2(NS,EW design (NS-EW 包絡 ) Inclusion) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Red: Result of Building Response Analysis (NS-EW 8.0 建屋応答解析結果 (NS,EW 包絡 ) 8.0 Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 33

34 B2F Unit 7 R/B Floor Response Spectra (4/4) Acceleration 加速度 (G) (G) (Horizontal) Acceleration 加速度 (G) (G) (Vertical) 10.0 KK-7 R/B TMSL -1.7m ((D.F. 減衰 1.0%) 10.0 KK-7 R/B TMSL -1.7m((D.F. 減衰 1.0%) 1.0%) Black: S2 建設時 of the S2(NS,EW design (NS-EW 包絡 ) Inclusion) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Red: Result 8.0 建屋応答解析結果 of Building Response (NS,EW Analysis 包絡 ) (NS-EW 8.0 Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) Top of foundation slab Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) KK-7 R/B TMSL -8.2m ((D.F. 減衰 1.0%) Black: S2 建設時 of the design S2(NS,EW (NS-EW 包絡 Inclusion) ) Blue: Observed 観測波 Response (NS,EW 包絡 (NS-EW ) Inclusion) Observed data Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) KK-7 R/B TMSL -8.2m((D.F. 減衰 1.0%) 1.0%) Black: Static 建設時静的震度 seismic coefficient ( 上下 ) of the design (UD) Blue: Observed 観測波 Response ( 上下 ) (UD) Observed data Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 34

35 Seismic Response Analysis of Unit 7 Large Component (1/2) Reactor vessel Reactor building Reactor building (5.0, 5.0) Containment vessel (5.0, 5.0) Reactor shielding wall (5.0, 5.0) Reactor shielding wall Reactor vessel (1.0, 1.0) Reactor pedestal (5.0, 5.0) Reactor pedestal Containment vessel Damping coefficient in ()[%] (Horizontal, Vertical) 35

36 (Reactor internals analysis model) Seismic Response Analysis of Unit 7 Large Component (2/2) Reactor building Containment vessel Damping coefficient in ()[%] (Horizontal, Vertical) Reactor shielding wall Reactor vessel Steam separator stand pipe(1.0, 1.0) Core shroud (1.0, 1.0) Reactor pedestal Fuel assembly (7.0, 1.0) Control rod guide tube (1.0, 1.0) Control rod drive mechanism housing(3.5, 1.0) Reactor internals horizontal direction analysis model (NS) 36

37 Unit 7 Main Steam Piping Analysis Condition Design This Evaluation Pressure 87.90kg/cm2 Temperature 302 Diameter mm(main pipe) Thickness 35.70mm(main pipe) Material STS480 (STS49 equivalent) Damping Coefficient 2.0% Input Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation Main Steam Isolation Valve PCV Penetration Primary containment vessel penetration To Reactor Pressure Vessel Safety Relief Valves Reactor pressure vessel Main steam safety relief valve Main steam isolation valve 37

38 Unit 7 RHR Piping Analysis PCV Penetration PCV Penetration Reactor Pressure Vessel Primary containment vessel penetration Primary containment vessel penetration Reactor pressure vessel Reactor Pressure Vessel Condition Design This Evaluation Pressure Temperature Diameter Thickness Material Damping Coefficient Input 87.90kg/cm mm 15.10mm STS42(STS410 equivalent) 2.0% Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation Reactor pressure vessel 38

39 Unit 7 Shroud Support Leg Analysis Conditions Design This Evaluation Temperature 299 Material NCF600-P Input Output of the coupled model response analysis of reactor building and large component using the design earthquake motions Output of the coupled model response analysis of reactor building and large component using the earthquake motions by simulation 39

40 Unit 7 RHR Pump Analysis Conditions Design This Evaluation Temperature 66 Material SCM435 Input Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation Residual heat removal pump installation level 40

41 Unit 7 Reactor Pressure Vessel Foundation Bolt Analysis Conditions Design This Evaluation Temperature Material Input 57 SNCM439 Output of the coupled model response analysis of reactor building and large component using the design earthquake motions Output of the coupled model response analysis of reactor building and large component using the earthquake motions by simulation 41

42 Unit 7 Reactor Containment Vessel (Dry Well) Analysis Conditions Design This Evaluation Temperature 171 Material SGV49(SGV480 equivalent) Input Output of the coupled model response analysis of reactor building and large component using the design earthquake motions Output of the coupled model response analysis of reactor building and large component using the earthquake motions by simulation Pressure vessel Reactor building Reactor shielding wall Flange Plates Reactor body foundation Containment vessel Containmen t vessel 42

43 Result of Unit 1 Component Response Analysis 43

44 Structural Strength of Representative Unit 1 Equipment Subject Natural period Stress Classification Calculated Stress (N/mm 2 ) Allowable (III A S) (N/mm 2 ) Analysis [Note 1] Reactor pressure vessel (Foundation bolt) Core support structure (Shroud support) Residual heat removal piping Residual heat removal pump (foundation bolt) 0.11 Combination A 0.09 Axial compression B 0.09 Primary B 0.05 or lower Tension A Main steam piping 0.12 Primary B Containment vessel (dry well) 0.05 or lower Primary A Note 1. A indicates simple evaluation, and B indicates evaluation equivalent to that performed during design 44

45 Dynamic Functionality of Representative Unit 1 Equipment Subject Residual heat removal system pump Natural period * 1 Horizontal Acceleration (G) * 2 Vertical Acceleration (G) * 2 Calculated Value * 3 Functionality -confirmed acceleration Calculated Value * 3 Functionalityconfirmed acceleration 0.05 or lower *1 The natural period is horizontal and rounded off to the third decimal place. *2 G=9.8065(m/s2) *3 The second digit after the decimal point is rounded up in the calculated value. 45

46 Overhead Crane Level 3F Unit 1 R/B Floor Response Spectra (1/5) Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) (Horizontal) (Vertical) KK-1 R/B TMSL +24.5m ((D.F. 減衰 1.0%) 1.0%) KK-1 R/B TMSL +24.5m( (D.F. 減衰 1.0%) 1.0%) 8.0 Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic coefficient ( 上下 ) of the design (UD) Red: 建屋応答解析結果 Result of Building (NS,EW Response 包絡 Analysis ) (NS-EW Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) Cycle 周期 (second) ( 秒 ) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) KK-1 R/B TMSL +18.0m( (D.F. 減衰 1.0%) 1.0%) 8.0 KK-1 R/B TMSL +18.0m( (D.F. 減衰 1.0%) 1.0%) Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic coefficient ( 上下 ) of the design (UD) Red: 建屋応答解析結果 Result of Building (NS,EW Response 包絡 Analysis ) (NS-EW Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) 6.0 Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 46

47 2F 1F Unit 1 R/B Floor Response Spectra (2/5) Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) (Horizontal) (Vertical) KK-1 R/B TMSL +12.8m( 減衰 (D.F. 1.0%) 1.0%) KK-1 R/B TMSL +12.8m( (D.F. 減衰 1.0%) 1.0%) Black: 建設時設計地震動 S2 of the design (NS-EW (NS,EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic coefficient ( 上下 ) of the design (UD) Red: 建屋応答解析結果 Result of Building Response (NS,EW 包絡 Analysis ) (NS-EW Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) Blue: Observed 6.0 観測波 (NS,EW 包絡 ) 6.0 観測波 ( 上下 Response ) (UD) Blue: Observed Response (NS-EW Inclusion) Cycle 周期 ((second) 秒 ) Observed data Acceleration 加速度 (G) (G) 4.0 Observed data Cycle 周期 (second) ( 秒 ) KK-1 R/B TMSL + 5.3m( (D.F. 減衰 1.0%) 1.0%) 8.0 KK-1 R/B TMSL + 5.3m( (D.F. 減衰 1.0%) 1.0%) Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic ( coefficient 上下 ) of the design (UD) Red: Result of Building Response Analysis (NS-EW Red: 建屋応答解析結果 (NS,EW 包絡 ) 建屋応答解析結果 Result of Building ( Response 上下 ) Analysis (UD) Inclusion) 6.0 Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 47

48 B1F B2F Unit 1 R/B Floor Response Spectra (3/5) Acceleration 加速度 (G) (G) Acceleration 加速度 (G) (G) (Horizontal) (Vertical) KK-1 R/B TMSL - 2.7m( (D.F. 減衰 1.0%) 1.0%) 8.0 KK-1 R/B TMSL - 2.7m( (D.F. 減衰 1.0%) 1.0%) Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic coefficient ( 上下 ) of the design (UD) Red: 建屋応答解析結果 Result of Building (NS,EW Response 包絡 Analysis ) (NS-EW Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) Cycle 周期 (second) ( 秒 ) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) KK-1 R/B TMSL - 9.7m( (D.F. 減衰 1.0%) 1.0%) KK-1 R/B TMSL - 9.7m( (D.F. 減衰 1.0%) 1.0%) 8.0 Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) 建設時静的震度 ( 上下 ) Red: Result of Building Response Analysis (NS-EW Black: Static seismic coefficient of the design (UD) 建屋応答解析結果 Inclusion) (NS,EW 包絡 ) Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) 6.0 Acceleration 加速度 (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 48

49 B3F B4F Unit 1 R/B Floor Response Spectra (4/5) Acceleration 加速度 (G) Acceleration 加速度 (G) (G) (Horizontal) Cycle 周期 (second) ( 秒 ) (Vertical) KK-1 R/B TMSL -16.1m((D.F. 減衰 1.0%) 1.0%) KK-1 R/B TMSL -16.1m((D.F. 減衰 1.0%) 1.0%) Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic coefficient ( 上下 ) of the design (UD) Red: 建屋応答解析結果 Result of Building (NS,EW Response 包絡 Analysis ) (NS-EW Red: Result 建屋応答解析結果 of Building Response ( 上下 ) Analysis (UD) Inclusion) Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) KK-1 R/B TMSL -25.1m((D.F. 減衰 1.0%) 1.0%) KK-1 R/B TMSL -25.1m((D.F. 減衰 1.0%) 1.0%) 8.0 Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Black: 建設時静的震度 Static seismic ( coefficient 上下 ) of the design (UD) Red: Result of Building Response Analysis (NS-EW 建屋応答解析結果 (NS,EW 包絡 ) Red: 建屋応答解析結果 Result of Building Response ( 上下 ) Analysis (UD) Inclusion) 6.0 Acceleration 加速度 (G) (G) Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 49

50 Unit 1 R/B Floor Response Spectra (5/5) (Horizontal) (Vertical) Top of foundation slab Acceleration 加速度 (G) KK-1 R/B TMSL -32.5m((D.F. 減衰 1.0%) 1.0%) Black: 建設時設計地震動 S2 of the design (NS,EW (NS-EW Inclusion) 包絡 ) Blue: 観測波 Observed (NS,EW Response 包絡 )(NS-EW Inclusion) Observed data Acceleration 加速度 (G) (G) KK-1 R/B TMSL -32.5m((D.F. 減衰 1.0%) 1.0%) Black: 建設時静的震度 Static seismic coefficient ( 上下 ) of the design (UD) Blue: 観測波 Observed ( 上下 Response ) (UD) Observed data Cycle 周期 (second) ( 秒 ) Cycle 周期 (second) ( 秒 ) 50

51 Seismic Response Analysis of Unit 1 Large Component (1/2) Reactor building Parentheses indicate damping factor [%] (Horizontal, Vertical) Reactor building (5.0, 5.0) Reactor shielding wall Containment vessel (1.0, 1.0) Reactor vessel (1.0, 1.0) Reactor pedestal Reactor vessel Containment vessel Reactor pedestal (5.0, 5.0) Reactor shielding wall (5.0, 5.0) 51

52 (Reactor internals analysis model) Seismic Response Analysis of Unit 1 Large Component (2/2) Parentheses indicate damping factor [%] (Horizontal, Vertical) Core Shroud (1.0, 1.0) Control rod guide tube (1.0, 1.0) Control rod drive mechanism housing (3.5, 1.0) Reactor internals (outage state) horizontal direction analysis model 52

53 Main Steam Piping Analysis Condition Design This Evaluation Pressure Temperature Diameter Thickness Material Damping Coefficient Input 87.90kg/cm mm(main pipe) 33.30mm(main pipe) STS49(STS480 equivalent)(main pipe) 0.5% Static Seismic Coefficient, Design earthquake motions 2.0% Earthquake motions by simulation Reactor pressure vessel Main steam safety relief valve Primary containment vessel penetration Main steam isolation valve 53

54 Residual Heat Removal System Piping Analysis Reactor Pressure Vessel Condition Design This Evaluation Pressure 87.90kg/cm2 Temperature 302 Diameter mm Thickness 21.40mm Material STS42 (STS410 equivalent) Damping Coefficient Input 0.5% 2.5% Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation Primary containment vessel penetration 54

55 Shroud Support Leg Analysis Conditions Design This Evaluation Temperature 297 Material NCF1-P(NCF600-P equivalent) Input Output of the coupled model response analysis of reactor building and large component using the design earthquake motions Output of the coupled model response analysis of reactor building and large component using the earthquake motions by simulation 55

56 Residual Heat Removal Pump Analysis Conditions Design This Evaluation Temperature Material Input - 66 SNCM439 Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation Residual heat removal pump installation level 56

57 Reactor Pressure Vessel Foundation Bolt Analysis Conditions Design This Evaluation Temperature Material 57 SNCM 8 (SNCM439 equivalent) Input Output of the coupled model response analysis of reactor building and large component using the design earthquake motions Output of the coupled model response analysis of reactor building and large component using the earthquake motions by simulation 57

58 Primary Containment Vessel Analysis Conditions Design This Evaluation Temperature Material 171 SGV49 (SGV480 equivalent) Input Output of the coupled model response analysis of reactor building and large component using the design earthquake motions Output of the coupled model response analysis of reactor building and large component using the earthquake motions by simulation 58

59 Concluding Remarks 59

60 Concluding Remarks TEPCO has submitted the plan for mechanical, electrical and I&C components installed in Unit 7, in response to the instruction issued by NISA The soundness of representative equipment is analytically confirmed. TEPCO keeps conducting such analyses. Lessons learned during the inspections and restorations are to be deployed to the plans for the other units. 60

61 61

62 References 62

63 Seismic Response Analyses of Components 63

64 Outline of the Seismic Response Analysis Structural Strength The allowable stress condition III A S Evaluation point Fixed parts (foundation bolts, legs, etc) with possible large seismic loads Parts with relatively small design margins Dynamic Functionality Comparison between the response acceleration and the functionality-confirmed acceleration Criteria The 1991 addendum to JEAG4601 Additional test results 64

65 Concept of the Structural Strength Analysis Conduct analyses equivalent to design analyses, considering more reasonable evaluation within the allowable limits specified by codes and standards Simplified analysis : components with relatively large margins Detailed analyses : components with relatively small margins Actual value at which plastic collapse occurs Tolerance (III A S: Criteria limiting plastic collapse) Applying realistic damping coefficient Plastic collapse does not occur in reality Time history analysis Improved model such as FEM Margin evaluated reasonably using a method within the scope of the standards Equipment AEquipment B Equipment AEquipment B Equipment AEquipment B Equipment AEquipment B Equipment AEquipment B Equipment AEquipment B Simplified analysis Analysis equivalent to design analysis Detailed analysis Actual response Conservative screening Actual response 65

66 Structural Strength Analysis Methods (1/6) A. Simplified analysis (Response magnification method, etc.) Large-sized equipment (containment vessel, reactor pressure vessel, reactor internals) Seismic force(acceleration, shear force, moment, and axial force) from building-equipment coupled response analysis. The ratio of the calculated seismic force to the design seismic force is multiplied by the design stress. Equipment installed on floors The ratio of the floor response spectrum of this earthquake to the design floor response spectrum is multiplied by the design stress. B. Analyses equivalent to design analyses Large-sized equipment and equipment installed on floors Piping Equipment with a relatively small margin in the simplified analysis is subject to analysis equivalent to design analysis. Spectrum model method. C. Detailed analyses Equipment not meeting the design criteria in the design analysis Finite element method, time history response analysis, realistic damping coefficient, etc. 66

67 Structural Strength Analysis Methods (2/6) Seismic response analysis of large equipment Seismic response analysis of buildings Calculating the seismic force (acceleration, shear force, moment, axial force) Calculating the floor response spectrum - No 10% widening - Observation data are used for the floor on which the earthquake was observed Equipment A. Simplified analysis A. Simplified analysis (Analysis using the response magnification method*, etc.) Equal to or below the criteria? Yes No Piping B. Analysis equivalent to design analysis B. Analysis equivalent to design analysis (spectrum model method, etc.) Equal to or below the criteria? Yes Yes B. Analysis equivalent to design analysis (spectrum model method) Equal to or below the criteria? No No C. Detailed analysis End of analysis C. Detailed analysis C. Detailed analysis No Equal to or below the criteria? Yes Confirming that the functionality can be maintained End of analysis 67

68 Structural Strength Analysis Methods (3/6) Simplified Analysis (Response Magnification Method) Stress calculated based on the observation data of the earthquake = Design stress (seismic stress and nonseismic stress) X Response ratio Stress calculated based on the observation data of the earthquake = + X Response ratio Design stress (non-seismic stress) Design stress (seismic stress) (Response Ratio) Equipment for which acceleration, shear force, moment, and axial force are used to calculate stress : e.g. reactor pressure vessels and reactor internals Response ratio = Ratio of the seismic force based on the observation data to the design seismic force (Response ratio will be calculated for acceleration, shear force, moment, and axial force) Equipment for which horizontal acceleration and vertical acceleration are used to calculate stress : e.g. pump foundation bolts Response ratio = Ratio of the square root of sum of squares of the horizontal acceleration and vertical acceleration based on the observation data to the square root of sum of squares of the design horizontal acceleration and vertical acceleration 68

69 Structural Strength Analysis Methods (4/6) Conditions to take into account as necessary in analysis equivalent to design analysis Analysis methods and parameters, the validity of which has been verified through tests and researches Revision of damping coefficients (see the next page) Combining the horizontal dynamic response with the vertical dynamic response using the square root-of-sum-of-squares method Horizontal floor response spectrum Analyzing the NS and EW floor response spectrums separately Fine-tuning the analysis models Revising the detailed conditions, such as support rigidity Incorporating operating status Applying conditions taking into account the operating status, e.g. with or without fuel loading Setting the allowable stress according to the operating temperature 69

70 Structural Strength Analysis Methods (5/6) Equipment Damping Factor (%) Horizontal Vertical Welded structures Bolted and riveted structures Mechanical equipment, such as pumps and fans Electric panels Fuel assemblies Control rod drives Piping systems 0.5~ ~3.0 Spent fuel storage racks Fuel handling machines 1.5~ ~2.0 Reactor building ceiling cranes

71 Structural Strength Analysis Methods (6/6) Conditions to take into account as needed in detailed analysis Time history analysis Applying time history analysis instead of the spectrum model method Applicable under JEAG4601 More realistic damping coefficients Applying the results of researches Analyzing damping by the dissipation energy method Applying the finite element method Applicable when the validity thereof is verified based on experiments, etc. (JEAG4601) Applicable under JEAG

72 Dynamic Functionality Comparison with the functionality-confirmed acceleration Response acceleration vs. functionality-confirmed acceleration Functionality-confirmed acceleration Addendum to JEAG The vertical functionality-confirmed acceleration was specified and the horizontal value was revised based on test results. (The current JEAG specifies the horizontal acceleration only). Relative displacement of the fuel assemblies vs. functionalityconfirmed relative displacement for control rod insertion Functionality-confirmed relative displacement - Functionality-confirmed relative displacement, at which rod insertion performance has been verified through testing 72

73 Unit 7 Fuel Cladding Tube Stress Outline of Evaluation Allowable stress state III A S as set forth in JEAG For primary stress: 0.7Su (tensile strength) Simple elastic analysis using thick-walled cylinder model Stress based on shear strain energy theory Evaluated statistically giving consideration to statistical distribution of values including fuel rod dimensions, internal pressure and coolant pressure Support grid interval Maximum design values comparison (Maximum value at 95% reliability) Ratio to allowable stress Beginning of life 0.35 (0.35) Middle of life 0.21 (0.21) End of life 0.22 (0.22) Numbers in parentheses are values of existing evaluation. Sufficient margin with respect to evaluation criteria Note: In JEAG4601, with respect to primary + secondary stress, and primary + secondary + peak stress, this is a product for which fuel cladding pipe material, dimensions, shape, etc. have strict tolerances, and in the current fuel design, when evaluated primary + secondary stress, and primary + secondary + peak stress the results had sufficient margin, and are thought not to greatly differ from the primary stress evaluation results. (JEAG Supplement Edition). Therefore, additional evaluation is not required. 73