outline of post-seismic investigations and evaluation plan … · outline of post-seismic...

1©2008 The Tokyo Electric Power Company, Inc. All Rights Reserved.

Outline of PostOutline of Post--Seismic InvestigationsSeismic Investigationsand Evaluation Plan forand Evaluation Plan for

KashiwazakiKashiwazaki--KariwaKariwa Nuclear Power Nuclear Power Station Unit 7Station Unit 7

January 2008

The Tokyo Electric Power Co., Inc.

2

OutlineOutline

Overview of Post-Seismic Investigations and Evaluations

Inspections of Systems, Structures and Components

Seismic Response Analyses

©2008 The Tokyo Electric Power Company, Inc. All Rights Reserved.

3

PostPost--Seismic Investigations and Evaluation PlanSeismic 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.

4

Overview of Comprehensive Overview of Comprehensive PostPost--SeimicSeimicEvaluation Evaluation

【Seismic Response Analyses】

Seismic responseanalysis result

【Inspections of SSCs】

Basic inspection

Additionalinspection

【Comprehensive evaluation of equipment integrity】

Good

RelativelyLess margin

No detectionof abnormality

Abnormal


5

Inspections of Systems, Inspections of Systems, Structures and ComponentsStructures and Components


6

Analyze by the conditions at the earthquake hit and by following the same procedures as the ones on the construction permit.

Inspections for Seismic Classes A/AsInspections for Seismic Classes A/As

Term: August 2 to September 7, 2007Inspectors: 50 Manufactures’ Engineers and 10 TEPCO Engineers

(Completed)

Result: No significant abnormalities to possibly influence on Seismic Safety were identified.

Analyses

Inspection in detail by Seismic Structure Inspections ( Support, Foundation etc.), Functional Test and so on

BasicInspection

GeneralVisual

Inspection

Visual Inspections were taken place by seismic design specialists and confirmed no significant to maintain current cold shutdown.

Abnormality possibly to influence to major components

IdentifiedAbnormality

Point that the result of analysis is severe

Examples:Dimension MeasurementNon-destructive Test- Foundation Bolts,

PipingsDestructive Test using the

actual components- PLR Pipings etc.Shaking Test by Mockups- Viewpoint of Public

Acceptance should be taken in account

Based on the each inspection result, Cause Analysis is taken place by the detailed inspections.

AdditionalInspections

Evaluate the Soundness by the combination of these itemsComprehensiveEvaluation

Ex.) Insulation Fall

Completion Goal for Unit 7: June, 2008

7

Analyze some components that might cause repercussions for more significant components

(Completed)

Analyses(Partially)

Investigate in detail by Seismic Structure Inspections ( Support, Foundation etc.), Functional Test and so on

BasicInspections

WalkdownConfirmed the Post-Seismic Condition of Components and nonconformities by Engineers from TEPCO and its Partners.

IdentifiedAbnormality

Point that the result of analysis is severe

AdditionalInspections

Evaluate the Soundness by the combination of these itemsComprehensiveEvaluation

Examples of Abnormalities:B Class: Reactor Building Ceiling CraneC Class: Transformers, Fire Protection Piping,

Filtered Water Tank, etc.

Completion Goal for Unit 7: June, 2008

Inspections for Seismic Classes B/CInspections for Seismic Classes B/C

Examples:Dimension MeasurementNon-destructive TestDestructive Test using the

actual componentsShaking Test by Mockups

Based on the each inspection result, Cause Analysis is taken place by the detailed inspections.

8

Component Categories for Unit 7Component Categories for Unit 7

Dynamic Components Static Components

1) Vertical Pump2) Horizontal Pump3) Reciprocating Pump4) Turbine for Pump Drive5) Motor6) Fan7) Refrigerating Machine8) Air compressor9) Valve10)Damper11)Emergency Diesel Generator12)Control Rod13)Control Rod Drive14)Main Turbine15)Generator16)Internal Pump17)Fuel Handling Machine18)Crane

19)Reactor Pressure Vessel20)Reactor Internals21)Piping22)Fuel Rack23)Heat Exchanger24)Condenser, Feed Water Heater,

Moisture Separator & Reheater25)Pool Liner26)Transformer27)Battery28)Breaker29)Gauge, Relay,, Regulator, Detector,

Transducer30)Primary Containment Vessel31)Accumulator32)Filtration Demineralizer33)Strainer / Filter34)Steam Jet Air Ejector

35)Dehumidifier36)Tank37)Instrumental Rack38)Control Panel39)HVAC Duct40)Fuel Assembly

●Buildings and structures such as reactor building etc. are also checked and evaluated to their structural characteristics.


9

Inspections Inspections –– Dynamic ComponentsDynamic Components

SSC Basic inspectionResults of

Inspection &analysisAdditionalinspection

Dynam

ic Com

ponent

Disassemblyinspection

Visual inspection

Test run

Result

Judgment ofadditionalinspection

Result of seismic responseanalysis

･ vertical-type pump

･ horizontal-type pump

･ reciprocating pump

･ motors

･ fans

･ refrigerating machine

･ Control rod drive

･ main turbine

･ internal pump etc.

Performance

Vibration

Leakage


10

Inspections Inspections –– Static ComponentsStatic Components



Static C

omponent

Detailed visual inspection

Confirmation of dimension

Nondestructive testing

Disassembly inspection

Pressure test

Material test

Visual inspection

Design evaluation

Result



Visual inspection

Leak test

･ piping

･ heat exchanger

･ pool lining

･ tank etc.

･ reactor pressure vessel

etc.Selection of inspection point


11

Inspections Inspections –– Static Components (continued)Static Components (continued)



Static C

omponent


Characteristic test

Confirmation of dimension

Visual inspection

Function checkout test

Result



Visual inspection･ control panel

･ instrumentation rack

etc.

･ trans former

･ control system

equipment

etc.

Insulation resistancemeasurement

Result



12

Inspections Inspections –– Support StructuresSupport Structures



Support S

tructure

Percussion test


Material test

Design evaluation

･ Basement of

equipmentSelection of inspection point Confirmation of loosed bolt

Surface inspection

Visual inspection Result



Surface inspection





･ Supporting leg


13

Inspections Inspections –– Support Structures (continued)Support Structures (continued)



Support S

tructure

Material test

･ Static restraint

Surface inspection





Shake down





･ Dynamic restraint


14

Seismic Response AnalysesSeismic Response Analyses


15

Overall FlowOverall Flow

Middle floor data from the earthquake

ComparisonSeismic response analysis of the building FRS Other

equipmentLarge-sized components

Building –component

coupled analysis

Detailed analysis Calculating equipment response

Integrity evaluation (comparison with allowable stress)

Comprehensive Evaluations of Equipment Integrity

Equipment of Class A and As

Data from this earthquake

Evaluation of the Building

Response > allowable stress


16

Seismic Response AnalysisSeismic Response Analysisof Reactor Buildingof Reactor Building


17

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


18

Analysis Overview of Reactor BuildingsAnalysis Overview of Reactor Buildings

Transfer function from the top of the foundation slab to each part of the building

(ω)HBR&&

(t)uB&&

Time history waveform of the seismic wave observed on the top of the foundation slab

(t)uF&&

(Time domain）

Time history waveform of the response of each part of the building

Fourier transformation of theresponse of

each part of the building

Time history waveform of the seismic wave observed on the top of the foundation slab

Fourier transformation of the seismic wave observed on the top of the foundation slab

(Frequency domain）

(ω)UF&&

(ω)UB&&

(ω)H(ω)*U(ω)U BRBF&&&&&& =

0

π

−π

(t)uB&&

Multiplication of transfer function

Am

plitude

Phase

Frequency Frequency0

0

π

π

Fourier inversetransformation

Fourier transformation

0

π

−π

Am

plitude

Phase

Frequency Frequency0

0

π

π

Unit 1 Reactor Building

88m

45m


19

Layouts of SeismometersLayouts of SeismometersUnit 1 Reactor Building (BWR Mark II )Unit 1 Reactor Building (BWR Mark II )


B5FL (Base Mat)(T.M.S.L. –32.5m)

2FL (T.M.S.L. +12.8m)

Reactor Building

20

Layouts of Seismometers in Unit 7 R/BLayouts of Seismometers in Unit 7 R/B


Reactor Building

3FL (T.M.S.L. +23.5m)

B3FL (Base Mat)(T.M.S.L. –8.2m)

21

Data Observed on the Base Mat Data Observed on the Base Mat –– Unit 1Unit 1

NS EW UD

Maximum Value

0.1 10

500

1000

1500

2000

周　期（秒）

加速度 (cm/s2)

(h=0.05)

0.02 5 0.1 10

500

1000

1500

2000

周　期（秒）

加速度 (cm/s2)

(h=0.05)

0.02 5 0.1 10

500

1000

1500

2000

周　期（秒）

加速度 (cm/s2)

(h=0.05)

0.02 5

Ground – Building Primary

（Simulation）


（Simulation）


（Simulation）


22

NS EW UD

0.1 10

500

1000

1500

2000

周　期（秒）

加速度 (cm/s2)

(h=0.05)

0.02 5 0.1 10

500

1000

1500

2000

周　期（秒）

加速度 (cm/s2)

(h=0.05)

0.02 5 0.1 10

500

1000

1500

2000

周　期（秒）

加速度 (cm/s2)

(h=0.05)

0.02 5


（Simulation）


（Simulation）


（Simulation）

Data Observed on the Base Mat Data Observed on the Base Mat –– Unit 7Unit 7Maximum

Value


23

Analysis Models Analysis Models –– Unit 1 Reactor BuildingUnit 1 Reactor Building

T.M.S.L. 36.0m

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. -16.1m

T.M.S.L. -25.1m

T.M.S.L. -32.5m

T.M.S.L. -40.0m

Horizontal Vertical

T.M.S.L. 5.0m(GL)

T.M.S.L. 5.0m(GL)


24

Horizontal Vertical

GLGL

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. 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. -13.7m

T.M.S.L. 12.0m(GL)

T.M.S.L. 12.0m(GL)

Analysis Models Analysis Models –– Units 7 Reactor BuildingUnits 7 Reactor Building


25

NS EW

* 1999 – Allowable Stress Design Method – Standards for Calculating Reinforced Concrete Structures and the Description Thereof by the Architectural Institute of Japan

B5F

B4F

B3F

B2F

B1F

1F

2F

3F

Overhead Crane

Rooftop

0 0.1 0.2 0.3 0.4

最大応答せん断ひずみ（×10-3）

K1 R/BNS

ひび割れ発生の目安値

0 0.1 0.2 0.3 0.4


K1 R/BEW


B5F

B4F

B3F

B2F

B1F

1F

2F

3F

Overhead Crane

Rooftop

Approximate value at which shear cracks would occur*


Results of AnalysisResults of AnalysisUnit 1 Maximum Response Shear StrainUnit 1 Maximum Response Shear Strain


Max. Response Shear StrainMax. Response Shear Strain

26

NS EW

0 0.1 0.2 0.3 0.4-8.2


T.M

.S.L. (m)

K7 R/BNS方向


NS　外壁NS RCCV

0 0.1 0.2 0.3 0.4-8.2


T.M

.S.L. (m)

K7 R/BEW方向


EW　外壁EW　RCCV

* 1999 – Allowable Stress Design Method – Standards for Calculating Reinforced Concrete Structures and the Description Thereof by the Architectural Institute of Japan



B4F

B3F

B2F

B1F

1F

2F

3F

4F

Crane floor

Rooftop

B4F

B3F

B2F

B1F

1F

2F

3F

4F

Crane floor

Rooftop

B4F

B3F

B2F

B1F

1F

2F

3F

4F

Overhead Crane

Rooftop

B4F

B3F

B2F

B1F

1F

2F

3F

4F

Overhead Crane

Rooftop

Results of AnalysisResults of AnalysisUnit 7 Maximum Response Shear StrainUnit 7 Maximum Response Shear Strain


Max. Response Shear Strain Max. Response Shear Strain

Exterior Wall Exterior Wall

27

Unit 7

Observed

Analyzed

Observed

Analyzed

Observed

Analyzed

K7 R/B UD(TMSL23.5m)h=0.05

Cycle (second)

Acc

eler

atio

n re

spon

se sp

ectru

m(m

/s2 )K7 R/B NS

(TMSL23.5m)h=0.05

K7 R/B EW(TMSL23.5m)h=0.05

Acc

eler

atio

n re

spon

se sp

ectru

m(m

/s2 )

Acc

eler

atio

n re

spon

se sp

ectru

m(m

/s2 )

Cycle (second) Cycle (second)

0

10

20

30

40

0.02 0.1 1 5

0

10

20

30

40

0.02 0.1 1 5

0

10

20

30

40

0.02 0.1 1 5

Results of AnalysesResults of AnalysesFloor Response Spectra (intermediate floors)Floor Response Spectra (intermediate floors)


Unit 1

NS EW UD

0

10

20

30

40

0.1 1

観測

解析

加速

度応

答ス

ペク

トル(m/s2)

周期（秒）

K1 R/B NS(TMSL12.8m)h=0.05

0.02 50

10

20

30

40

0.1 1

観測

解析

加速度応答スペクトル(m/s2)

周期（秒）

K1 R/B EW(TMSL12.8m)h=0.05

0.02 50

10

20

30

40

0.1 1

観測

解析

加速

度応

答ス

ペク

トル(m/s2)

周期（秒）

K1 R/B UD(TMSL12.8m)h=0.05

Acc

eler

atio

n re

spon

se sp

ectru

m(m

/s2 )

Acc

eler

atio

n re

spon

se sp

ectru

m(m

/s2 )

Acc

eler

atio

n re

spon

se sp

ectru

m(m

/s2 )

Cycle (second)Cycle (second)Cycle (second)

Observed

Analyzed

Observed

Analyzed

Observed

Analyzed

Observed

Analyzed

Observed

Analyzed

28

Result of Unit 7 ComponentResult of Unit 7 ComponentResponse AnalysesResponse Analyses


29

Structural Strength of Representative Unit 7 EquipmentStructural Strength of Representative Unit 7 Equipment

Subject Natural period Stress

Calculated Stress(N/mm2)

Allowable(IIIAS)

(N/mm2)Analysis

[Note 1]

Reactor pressure vessel(Foundation bolt) 0.07 Tension 120 490 A

Core support structure(Shroud support) 0.14 Axial

compression 40 240 B

Residual heat removal piping 0.21 Primary 200 270 B

Residual heat removal pump(Foundation bolt)

0.05 or lower Shear 10 350 A

Main steam piping 0.17 Primary 140 280 B

Containment vessel(Dry well)

0.43（NS）0.42（EW）

Bending 30 260 A

Note1. A indicates “simple evaluation”, and B indicates “evaluation equivalent to that performed during design”


Beginning of life

Middle of Life

End of Life Analysis

0.21 0.22 BRatio to Allowable Stress 0.35Fuel Cladding Tube

(Supporting Grid Interval)

30

Dynamic Functionality of RepresentativeDynamic Functionality of RepresentativeUnit 7 EquipmentUnit 7 Equipment

Relative Displacement (mm)Subject Natural

period*1Calculated Value*2 Functionality-Confirmed

Relative Displacement*2

Control rod insertion performance 0.21 10 40

*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.

Subject Natural period*1

Horizontal Acceleration (G) *3 Vertical Acceleration (G) *3

Calculated Value*4

Functionality-confirmed

acceleration

Calculated Value*4


acceleration

Residual heat removal system pump 0.05 or lower 0.4 10.0 0.4 1.0


31

Unit 7 R/B Floor Response Spectra (1/4)Unit 7 R/B Floor Response Spectra (1/4)(Horizontal) (Vertical)

Overhead Crane Level

4F

KK-7 R/B TMSL ＋38.2m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）

建設時静的震度(上下)

建屋応答解析結果(上下)

KK-7 R/B TMSL ＋31.7m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



KK-7 R/B TMSL ＋38.2m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）

建設時S2(NS,EW包絡)

建屋応答解析結果(NS,EW包絡)

KK-7 R/B TMSL ＋31.7m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00周期(秒)

加速

度（

G）




Cycle (second)

Cycle (second)

Cycle (second)

Cycle (second)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Black: Static seismic coefficient of the design (UD)Red: Result of Building Response Analysis (UD)


Black: S2 of the design (NS-EW Inclusion)Red: Result of Building Response Analysis (NS-EW

Inclusion)


Inclusion)

(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

32

KK-7 R/B TMSL ＋23.5m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



観測波(NS,EW包絡)

KK-7 R/B TMSL ＋23.5m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



観測波（上下）

Observed data Observed data

(Horizontal) (Vertical)

3F

2F

KK-7 R/B TMSL ＋18.1m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



KK-7 R/B TMSL ＋18.1m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



Unit 7 R/B Floor Response Spectrum (2/4)Unit 7 R/B Floor Response Spectrum (2/4)


Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Cycle (second)

Cycle (second)

Cycle (second)

Cycle (second)


Inclusion)Blue: Observed Response (NS-EW Inclusion)


Inclusion)


Black: Static seismic coefficient of the design (UD)Red: Result of Building Response Analysis (UD)Blue: Observed Response (UD)

(D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%)

33


1F

B1F

KK-7 R/B TMSL ＋12.3m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



KK-7 R/B TMSL ＋4.8m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



KK-7 R/B TMSL ＋12.3m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）



KK-7 R/B TMSL ＋4.8m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）




Unit 7 R/B Floor Response Spectra (3/4)Unit 7 R/B Floor Response Spectra (3/4)Ac

cele

ratio

n (G

)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)




Inclusion)


Inclusion)



(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

34

KK-7 R/B TMSL -8.2m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00周期(秒)

加速

度（

G）


観測波(NS,EW包絡)

KK-7 R/B TMSL -8.2m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00

周期(秒)

加速

度（

G）


観測波(上下)


B2F

Observed data Observed data

KK-7 R/B TMSL -1.7m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00周期(秒)

加速

度（

G）



KK-7 R/B TMSL -1.7m （減衰1.0%)

0.0

2.0

4.0

6.0

8.0

10.0

0.01 0.10 1.00周期(秒)

加速

度（

G）



Top of foundation slab

Unit 7 R/B Floor Response Spectra (4/4)Unit 7 R/B Floor Response Spectra (4/4)


Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)




Inclusion)


Black: Static seismic coefficient of the design (UD)Blue: Observed Response (UD)

Black: S2 of the design (NS-EW Inclusion)Blue: Observed Response (NS-EW Inclusion)

(D.F. 1.0%)

(D.F. 1.0%)

(D.F. 1.0%)

(D.F. 1.0%)

35

Seismic Response Analysis of Seismic Response Analysis of Unit 7 Large Component (1/2)Unit 7 Large Component (1/2)

Reactor vessel

（1.0, 1.0）

Containment vessel（5.0, 5.0）

Reactor building（5.0, 5.0）

Reactor pedestal（5.0, 5.0）

Reactor shielding wall（5.0, 5.0）

Reactor building

Reactor shielding

wall

Reactor vessel

Reactor pedestal Containment vessel

Damping coefficient in （）[%](Horizontal, Vertical)


36

(Reactor internals analysis model)

Containment vessel

Reactor building

Reactor vessel

Steam separator stand pipe（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）

Core shroud（1.0, 1.0）

Reactor shielding wall

Reactor internals horizontal direction analysis model (NS)

Damping coefficient in （）[%](Horizontal, Vertical)



37

Unit 7 Main Steam Piping AnalysisUnit 7 Main Steam Piping Analysis

Main steam isolation valve

Primary containment

vessel penetration

Reactor pressure vessel

Main steam safety relief

valve


To Reactor Pressure Vessel

PCV PenetrationMain Steam Isolation Valve

Safety Relief Valves

Condition Design This Evaluation

Pressure 87.90kg/cm2 ←

Temperature 302℃ ←

Diameter 711.20mm（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

38

Unit 7 RHR Piping AnalysisUnit 7 RHR Piping Analysis

Primary containment

vessel penetration


Primary containment

vessel penetration



PCV Penetration

Reactor Pressure Vessel

Reactor Pressure Vessel

PCV Penetration


Pressure

Temperature

Diameter

Thickness

Material

Damping Coefficient

Input

87.90kg/cm2 ←

302℃ ←

216.30mm ←

15.10mm ←

STS42(STS410 equivalent）

2.0% ←

Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation

39

Unit 7 Shroud Support Leg AnalysisUnit 7 Shroud Support Leg Analysis


Conditions Design This Evaluation


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

40

Unit 7 RHR Pump AnalysisUnit 7 RHR Pump Analysis

Residual heat removal pump installation level




Material SCM435 ←

Input Static Seismic Coefficient, Design earthquake motions Earthquake motions by simulation

41

Unit 7 Reactor Pressure Vessel Unit 7 Reactor Pressure Vessel Foundation Bolt AnalysisFoundation Bolt Analysis



Temperature

Material

Input

57℃ ←

SNCM439 ←

Output of the coupled model response analysis of reactor building and large component using the design earthquake motions


42

Unit 7 Reactor Containment VesselUnit 7 Reactor Containment Vessel(Dry Well) Analysis(Dry Well) Analysis

Reactor building

Reactor shielding

wall

Pressure vessel

Reactor body foundation

Containment vessel

Containment vessel




Material SGV49（SGV480 equivalent） ←



FlangePlates

43

Result of Unit 1 ComponentResult of Unit 1 ComponentResponse AnalysisResponse Analysis


44

Structural Strength of Representative Structural Strength of Representative Unit 1 EquipmentUnit 1 Equipment

Subject Natural period

Stress Classification

Calculated Stress(N/mm2)

Allowable(IIIAS)

(N/mm2)

Analysis[Note 1]

Reactor pressure vessel(Foundation bolt)

0.11 Combination 30 490 A

Core support structure(Shroud support)

0.09 Axial compression

50 230 B

Residual heat removal piping

0.09 Primary 90 270 B

Residual heat removal pump(foundation bolt)

0.05 or lower

Tension 20 490 A

Main steam piping 0.12 Primary 290 310 BContainment vessel(dry well)

0.05 or lower

Primary 30 340 A

Note1. A indicates “simple evaluation”, and B indicates “evaluation equivalent to that performed during design”


45

*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.

Horizontal Acceleration (G) *2 Vertical Acceleration (G) *2

Subject Natural period *1

Calculated Value *3


acceleration

Calculated Value *3


acceleration

Residual heat removal system pump 0.05 or lower 0.7 10.0 0.5 1.0

Dynamic Functionality of RepresentativeDynamic Functionality of RepresentativeUnit 1 EquipmentUnit 1 Equipment


46

(Horizontal) (Vertical)KK-1 R/B TMSL +24.5m （減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)

建設時設計地震動（NS,EW包絡）

建屋応答解析結果（NS,EW包絡）

KK-1 R/B TMSL +18.0ｍ（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



KK-1 R/B TMSL +24.5m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)

建設時静的震度（上下）

建屋応答解析結果（上下）

KK-1 R/B TMSL +18.0m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



Overhead Crane Level


3F


Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)




Inclusion)


Inclusion)



(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

47

(Horizontal) (Vertical)KK-1 R/B TMSL +12.8m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



観測波（NS,EW包絡）

KK-1 R/B TMSL + 5.3m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



KK-1 R/B TMSL +12.8m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)




KK-1 R/B TMSL + 5.3m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00

周期（秒）

加速

度(G

)



Observed dataObserved data


1F

2F


Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)




Inclusion)


Inclusion)Blue: Observed Response (NS-EW Inclusion)

Black: Static seismic coefficient of the design (UD)Red: Result of Building Response Analysis (UD)Blue: Observed Response (UD)


(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

48

(Horizontal) (Vertical)KK-1 R/B TMSL - 2.7m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



KK-1 R/B TMSL - 9.7m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



KK-1 R/B TMSL - 2.7m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



KK-1 R/B TMSL - 9.7m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00

周期（秒）

加速

度(G

)




B1F

B2F


Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)




Inclusion)


Inclusion)



(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

49

(Horizontal) (Vertical)KK-1 R/B TMSL -16.1m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00

周期（秒）

加速

度(G

)



KK-1 R/B TMSL -25.1m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)



KK-1 R/B TMSL -16.1m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00

周期（秒）

加速

度(G

)



KK-1 R/B TMSL -25.1m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)




B3F

B4F


Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)

Acce

lera

tion

(G)




Inclusion)


Inclusion)



(D.F. 1.0%) (D.F. 1.0%)

(D.F. 1.0%) (D.F. 1.0%)

50

(Horizontal) (Vertical)KK-1 R/B TMSL -32.5m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00周期（秒）

加速

度(G

)


観測波（NS,EW包絡）

KK-1 R/B TMSL -32.5m（減衰1.0%）

0.0

2.0

4.0

6.0

8.0

0.01 0.10 1.00

周期（秒）

加速

度(G

)



Observed dataObserved data

Top of foundation

slab



Acce

lera

tion

(G)

Acce

lera

tion

(G)


Black: S2 of the design (NS-EW Inclusion)Blue: Observed Response (NS-EW Inclusion)

Black: Static seismic coefficient of the design (UD)Blue: Observed Response (UD)

(D.F. 1.0%)(D.F. 1.0%)

51

Reactor vessel

（1.0, 1.0）

Containment vessel（1.0, 1.0）

Reactor building（5.0, 5.0）

Reactor pedestal （5.0, 5.0）

Reactor shielding wall（5.0, 5.0）

Reactor building

Reactor shielding

wall

Reactor pedestal Containment vessel

Parentheses indicate damping factor [%](Horizontal, Vertical)


Reactor vessel


52

(Reactor internals analysis model)

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

Parentheses indicate damping factor [%](Horizontal, Vertical)



Core Shroud(1.0, 1.0)

53

Main Steam Piping AnalysisMain Steam Piping Analysis

Main steam isolation valve

Primary containment

vessel penetration


Main steam safety relief

valve



Pressure ←

←

←

←

←

2.0%

Earthquake motions by simulation

Temperature

Diameter

Thickness

Material

Damping Coefficient

Input

87.90kg/cm2

302℃

660.40mm（main pipe）

33.30mm(main pipe）

STS49（STS480 equivalent）（main pipe）

0.5%

Static Seismic Coefficient, Design earthquake motions

54

Residual Heat Removal System Piping AnalysisResidual Heat Removal System Piping AnalysisReactor Pressure Vessel

Primary containment vessel penetration



Pressure 87.90kg/cm2 ←


Diameter 318.50mm ←

Thickness 21.40mm ←

Material STS42 (STS410 equivalent) ←

Damping Coefficient

0.5% 2.5%

Input Static Seismic Coefficient, Design earthquake motions


55

Shroud Support Leg AnalysisShroud Support Leg Analysis




Material NCF１－P（NCF600-P equivalent） ←



56

Residual Heat Removal Pump AnalysisResidual Heat Removal Pump Analysis

Residual heat removal pump installation level



Temperature

Material

Input

－ 66℃

SNCM439 ←

Static Seismic Coefficient, Design earthquake motions


57

Reactor Pressure Vessel Foundation Bolt AnalysisReactor Pressure Vessel Foundation Bolt Analysis



Temperature

Material

Input

57℃ ←

SNCM 8 (SNCM439 equivalent） ←



58

Primary Containment Vessel AnalysisPrimary Containment Vessel Analysis



Temperature

Material

Input

171℃ ←

SGV49 (SGV480 equivalent) ←



59

Concluding RemarksConcluding Remarks


60

Concluding RemarksConcluding RemarksTEPCO 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.


62

ReferencesReferences

63

Seismic Response AnalysesSeismic Response Analysesof Componentsof Components


64

Outline of the Seismic Response AnalysisOutline of the Seismic Response Analysis

Structural StrengthThe allowable stress condition IIIAS

Evaluation pointFixed 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


65

Concept of the Structural Strength AnalysisConcept of the Structural Strength Analysis

Margin evaluated reasonably using a method within the scope of the standards

Conduct analyses equivalent to design analyses, considering morereasonable evaluation within the allowable limits specified by codes and standards

Simplified analysis : components with relatively large margins

Detailed analyses : components with relatively small margins

Tolerance(IIIAS: Criteria limiting plastic collapse)

Actual value at which plastic collapse occurs

Simplified analysis

Analysis equivalent to design analysis

Detailed analysis

Actual responseConservative screening

Applying realistic damping coefficient

Time history analysis Improved modelsuch as FEM

▽Plastic collapse does not occur in reality

Actual response

Equipment AEquipment BEquipment AEquipment B

Equipment AEquipment BEquipment AEquipment B

Equipment AEquipment B Equipment AEquipment B


66

Structural Strength Analysis Methods (1/6)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 floorsThe 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 analysesLarge-sized equipment and equipment installed on floors

Equipment with a relatively small margin in the simplified analysis is subject to analysis equivalent to design analysis.

PipingSpectrum model method.

C. Detailed analysesEquipment not meeting the design criteria in the design analysis

Finite element method, time history response analysis, realistic damping coefficient, etc.


67

Structural Strength Analysis Methods (2/6)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

A. Simplified analysis

(Analysis using the response magnification method*, etc.)

B. Analysis equivalent to design analysis (spectrum model method)

Equal to or below the criteria?

B. Analysis equivalent to design analysis (spectrum model method, etc.)

End of analysis



C. Detailed analysis C. Detailed analysis

Yes

No

No No

Yes

Yes

Equipment

Piping

Confirming that the functionality can be maintained


End of analysis

No Yes

A. Simplified analysis

B. Analysis equivalent to design analysis

C. Detailed analysis


68

Simplified Analysis (Response Magnification Method)Structural Strength Analysis Methods (3/6)Structural Strength Analysis Methods (3/6)

(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


Stress calculated based on the observation data of the earthquake

Design stress(seismic stress and non-seismic stress)

Response ratioX=

Stress calculated based on the observation data of the earthquake

Design stress(non-seismic stress)

Design stress(seismic stress)

X= + Response ratio

69

Structural Strength Analysis Methods (4/6)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


70

Structural Strength Analysis Methods (5/6)Structural Strength Analysis Methods (5/6)

Damping Factor (%)Equipment

Horizontal Vertical

Welded structures 1.0 1.0Bolted and riveted structures 2.0 2.0Mechanical equipment, such as pumps and fans 1.0 1.0

Electric panels 4.0 1.0Fuel assemblies 7.0 1.0Control rod drives 3.5 1.0Piping systems 0.5~3.0 0.5~3.0Spent fuel storage racks 7.0 1.0Fuel handling machines 1.5~2.0 1.5~2.0Reactor building ceiling cranes 2.0 2.0


71

Structural Strength Analysis Methods (6/6)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

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 JEAG4601

Applicable under JEAG4601


72

Dynamic FunctionalityDynamic FunctionalityComparison with the functionality-confirmed acceleration

Response acceleration vs. functionality-confirmed acceleration

Functionality-confirmed acceleration

- 1991 Addendum to JEAG4601

- 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. functionality-confirmed relative displacement for control rod insertion

Functionality-confirmed relative displacement

- Functionality-confirmed relative displacement, at which rod insertion performance has been verified through testing


73

Unit 7 Fuel Cladding Tube StressUnit 7 Fuel Cladding Tube Stress• Outline of Evaluation

– Allowable stress state IIIAS as set forth in JEAG4601-1991 • 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

Beginning of life

Middle of life

End of life

Support grid interval

Ratio to allowable stress

0.35(0.35)

0.21(0.21)

0.22（0.22）

Maximum design values comparison(Maximum value at 95% reliability)

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.” (JEAG4601-1991 Supplement Edition). Therefore, additional evaluation is not required.


outline of post-seismic investigations and evaluation plan … · outline of post-seismic...

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