OECD WRKSHP, Ottawa,Canada

Transcription

1 THE SIMULATION OF THE KK7 REACTOR BUILDING STRUCTURAL RESPONSE FOR NCO 2007 EVENT USING DIFFERENT MODELING AND ANALYSIS TECHNIQUES Pentti Varpasuo, Jukka Kähkönen, Mari Vuorinen, Sampsa Launiainen Fortum Power and Heat Ltd, Finland OECD NEA WORKSHOP ON SSI Knowledge and Effect on the Seismic Assessment of NPP s Sep Ottawa, Canada OECD WRKSHP, Ottawa,Canada

2 ABSTRACT In this this paper the combined soil-structural analysis of the Kashiwazaki-Kariwa nuclear power plant unit 7 for the Niigata-ken- Chuetsu-oki earthquake of All input data considering the earthquake excitation, soil and structural properties and reactor building lay-out has been obtained from TEPCO in the framework of KARISMA benchmark, which is a part of IAEA extra-budgetary project "Seismic safety of existing nuclear power plants". In the analysis the reactor building structures have been modeled using stick, shell and solid 3D models. The foundation impedances for the reactor building have been calculated with the of SASSI (Univ. California, Berkeley) program. The structural response for the elevation in the reactor building has been carried out with the aid of both time domain analysis and frequency domain analysis using the ABAQUS/STANDARD and NASTRAN programs. OECD WRKSHP, Ottawa,Canada

3 Description of the Kashiwasaki-Kariwa (K-K) unit 7 Reactor building is almost cube in shape (~ 60m side length). Thick reinforced concrete walls. Embedded deeply into soft granular soil. OECD WRKSHP, Ottawa,Canada

4 IAEA benchmark subtasks that constitute the content of this presentation (status of September-2010) Task 1.1: Construction and validation of structure model (subtasks treated in this presentation) C. Modal analysis of the fixed base model Soil Column Analyses, A. Soil Column Analyses under Aftershock I, C. Soil Column Analyses under Mainshock Analysis of the complete soil-structural model, A. Modal Transient Response Analysis, B. Frequency Domain Response Analyses. OECD WRKSHP, Ottawa,Canada

5 Task 1.1: Construction and validation of structure model Three subsequently more complicated models Thimoshenko beam (stick) Model (tens of dof) Shell and beam element model ( dofs) Solid element model ( dofs) OECD WRKSHP, Ottawa,Canada

6 Task 1.1.1: Fixed base lowest frequencies Stick model f=5.9 Hz Shell model f=4.2 HZ Solid model f=4.7 Hz OECD WRKSHP, Ottawa,Canada

7 Task 1.1 Soil properties near RB7 Attitude T.M.S.L. (m) Grade Level (+12.0) Geological condition Sand layer Shear Wave Velocity Vs (m/s) Unit weight g (kn/m 3) Yasuda layer Poisso n s ratio n Initial elastic shear modulus G0 (x105 kn/m2) Layer thickness H (m) Nishiyama layer Free field OECD WRKSHP, Ottawa,Canada

8 Task 1.1 KK7 RB: Frequency independent foundation springs used in time domain analysis of soil-struc. model (theory of elastic half-space with average soil parameters) Kx Ky Kz 6.83E E E+10 N/m 2.09E E E+07 N/m3 Krx Kry Krz 6.90E E E+13 Nm/rad 2.63E E E+13 Nm/rad 4.27E E E+13 Nm 1.31E E E+10 N/mrad Cx Cy Cz 2.59E E E+09 Ns/m 7.93E E E+06 Ns/m3 OECD WRKSHP, Ottawa,Canada

9 spring stif (N/m) danper visc (Ns/m) Task 1.1 KK7 RB: Frequency dependent foundation springs (SASSI layered soil model) used in frequency resp. analysis of soil-struc. model 2.50E E E E E+11 E E E E E stiff-trans-x frequency 8.00E E E E E E E E+10 E E+10 Freq K D E E E E E E E E E E E E E E E E E E E E E E E E E E damp-trans-x frequency OECD WRKSHP, Ottawa,Canada

10 spring stif (N/m) danper visc (Ns/m) 4.00E E E E E E E E+12 E E E E stiff-trans-y frequency (Hz) 7.00E E E E E E E+11 E damp-trans-y frequency (Hz) Freq K D E E E E E E E E E E E E E E E E E E E E E E E E E E+09 OECD WRKSHP, Ottawa,Canada

11 spring stif (N/m) danper visc (Ns/m) 2.00E E E E E E+12 E E E E E E E E E E E+13 stiff-trans-z frequency (Hz) -3.00E E+11 damp-trans-z frequency (Hz) Freq K D E E E E E E E E E E E E E E E E E E E E E E E E E E+10 OECD WRKSHP, Ottawa,Canada

12 spring stif (Nm/rad) danper visc (Nms/rad) 3.00E E E E E E+12 E E E stiff-rot-xx frequency (Hz) 5.00E E E E E E E E E E+10 E damp-rot-xx frequency (Hz) Freq K D E E E E E E E E E E E E E E E E E E E E E E E E E E+10 OECD WRKSHP, Ottawa,Canada

13 spring stif (Nm/rad) danper visc (Nms/rad) 4.00E E E E E E E E+11 E E E E stiff-rot-yy frequency (Hz) E E damp-rot-yy frequency (Hz) Freq K D E E E E E E E E E E E E E E E E E E E E E E E E E E+10 OECD WRKSHP, Ottawa,Canada

14 spring stif (Nm/rad) danper visc (Nms/rad) 6.00E E E E E E+12 E E E E E E E E E E E E E+10 E damp-rot-zz frequency (Hz) stiff-rot-zz frequency Freq K D E E E E E E E E E E E E E E E E E E E E E E E E E E+09 OECD WRKSHP, Ottawa,Canada

15 OECD WRKSHP, Ottawa,Canada

16 OECD WRKSHP, Ottawa,Canada

17 OECD WRKSHP, Ottawa,Canada

18 Task 1.3: Soil-structural model lowest frequencies Frequency independent soil springs (from mode extraction): Soil-Stick model f=2.71 HZ Soil-Shell model f=2.90 Hz Soil-Solid Model f=2.29 Hz OECD WRKSHP, Ottawa,Canada Frequency dependent soil springs (from resp. spectra): Soil-Stick model f=2.80 HZ Soil-Shell model f=2.80 Hz Soil-Solid Model f=2.90 Hz

19 Task Soil column analyses, Input values Site drawing around Unit 7 Location of seismic observation house at unit 5 OECD WRKSHP, Ottawa,Canada

20 Task Soil column analyses, Input values KK5 free field vertical array OECD WRKSHP, Ottawa,Canada

21 Task Soil Column Analyses, (carried out by Shake91 software) A. Soil Column Analyses under Aftershock I (excitation at G51) resp 5G1 YDirection X Direction Shake91 (Outcrop value of layer 1) Measured (Free-field) Z Direction 16 Shake91 (Outcrop value of layer 1) Measured (Free-field) Shake91 (Outcrop value of layer 1) Measured (Free-field) OECD WRKSHP, Ottawa,Canada

22 Task Soil Column Analyses, (carried out by Shake91 software) A. Soil Column Analyses under Aftershock I (excitation at G51) resp G51 Y Direction X Direction Shake91 (Acc. at the top of layer 2, +9 m, Frequency cut-off 100 Hz) Measured Z Direction Shake91 (Acc. at the top of layer 2, +9 m, Frequency cut-off 100 Hz) Measured Shake91 (Acc. at the top of layer 2, +9 m, Frequency cut-off 100 Hz) Measured OECD WRKSHP, Ottawa,Canada

23 Task Soil Column Analyses, (de-convolution from top down carried out by Shake91) A. Soil Column Analyses under Aftershock I (excitation at G51) (response at G52) Y Direction X Direction Shake91 Measured Z Direction Shake91 Measured Shake91 Measured OECD WRKSHP, Ottawa,Canada

24 Task Soil Column Analyses, (de-convolution from top down carried out by Shake91) A. Soil Column Analyses under Aftershock I (excitation at G51) (response at G53) Y Direction X Direction Shake91 Measured Shake91 Measured 8 4 Z Direction Shake91 Measured OECD WRKSHP, Ottawa,Canada

25 Task Soil Column Analyses, (de-convolution from top down carried out by Shake91) A. Soil Column Analyses under Aftershock I (excitation at G51) (response at G54) Y Direction X Direction Shake91 Measured Z Direction Shake91 Measured Shake91 Measured OECD WRKSHP, Ottawa,Canada

26 Task Soil Column Analyses, (de-convolution from top down carried out by Shake91) A. Soil Column Analyses under Aftershock I (excitation at G51) (response at G55) Y Direction X Direction Shake91 Measured Z Direction Shake91 Measured Shake91 Measured OECD WRKSHP, Ottawa,Canada

27 Task Soil Column Analyses, (de-convolution from top down carried out by Shake91) B. Soil Column Analyses under NCOE signal (excitation at elev+12.3) (response at elev +12.3) X Direction Shake91 (Outcrop value of layer 1; frequency cut-off 25 Hz) Measured (Free field) 10 Y Direction Shake91 (Outcrop value of layer 1; frequency cut-off 25 Hz) Z Direction Measured (Free field) Shake91 (Outcrop value of layer 1; frequency cut-off 25 Hz) Measured (Free field) OECD WRKSHP, Ottawa,Canada

28 Task Soil Column Analyses, (de-convolution from top down carried out by Shake91) A. Soil Column Analyses under NCOE signal (excitation at elev+12.3) (response at elev -13.7) 30 Y Direction X Direction Shake91 (Level -12.0) Measured (Basement) Z Direction -30 Shake91 (Level -12.0) Measured (Basement) Shake91 (Level -12.0) Measured (Basement) OECD WRKSHP, Ottawa,Canada

29 elevation TMSL (m) Soil column acceleration profile for Aftershock I Soil column acceleration profile for Aftershock I acceleration (gal) shake91 xacc (gal) shake91 yacc (gal) shake91 zacc (gal) measured xacc (gal) measured yacc (gal) measured zacc (gal) OECD WRKSHP, Ottawa,Canada

30 Acceleration [g] Task Modal transient response (NS =X dir) 10 Level 23.5 Point FP1 NS Direction Damping 5% Measured_23.5_FP1 abaqus-jul27_time_hist-abaqus pva-sep26-stick-time-hist pva-sep26-solid-time-hist Frequency [Hz] OECD WRKSHP, Ottawa,Canada

31 Acceleration [g] Task Modal transient response (EW =Y dir) Level 23.5 Point FP1 EW Direction Damping 5% Measured_23.5_FP1 abaqus-jul27-shell-time-hist-abaqus nastran-sep26-stick-time-hist nastran-sep26-solid-time-hist Frequency [Hz] OECD WRKSHP, Ottawa,Canada

32 Acceleration [g] Task Modal transient response (UD =Z dir) Level 23.5 Point FP1 UD Direction Damping 5% Measured_23.5_FP abaqus-jul27-time-hist-abaqus nastran-sep26-stick-time-hist nastran-sep26-solid-time-hist Frequency [Hz] OECD WRKSHP, Ottawa,Canada

33 Acceleration [g] Task B. Frequency domain response (NS =X dir) 10 Level 23.5 Point FP1 NS Direction Damping 5% Measured_23.5_FP1 nastran-sep12-10-freq-resp-shell nastran-sep24-freq-resp-solid nastran-sep24-freq-resp-stick Frequency [Hz] OECD WRKSHP, Ottawa,Canada

34 Acceleration [g] Task B. Frequency domain response (EW =Y dir) Level 23.5 Point FP1 EW Direction Damping 5% Measured_23.5_FP1 nastran-sep12-10-freq-resp-shell nastran-sep24-freq-resp-solid nastran-sep24-freq-resp-stick Frequency [Hz] OECD WRKSHP, Ottawa,Canada

35 Acceleration [g] Task B. Frequency domain response (UD =Y dir) Level 23.5 Point FP1 UD Direction Damping 5% Measured_23.5_FP1 0.1 nastran-sep12-10-freq-resp-shell nastran-sep24_freq_resp-solid nastran-sep24-freq-resp-stick Frequency [Hz] OECD WRKSHP, Ottawa,Canada

36 Summary Fortum contribution to IAEA Benchmark in connection with SSI was presented. Contribution in the following sub-tasks so far Task 1.1: Construction and validation of structure model (subtasks treated in this presentation) C. Modal analysis of the fixed base model Soil Column Analyses, A. Soil Column Analyses under Aftershock I, C. Soil Column Analyses under Mainshock Analysis of the complete soil-structural model, A. Modal Transient Response Analysis, B. Frequency Domain Response Analyses. OECD WRKSHP, Ottawa,Canada