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Real Time Hybrid Earthquake Simulation of a Steel Column in a 20-Storey Building

Real Time Hybrid Earthquake Simulation of a Steel Column in a 20-Storey Building. Paul Bonnet, Martin S Williams, Anthony Blakeborough & Mobin Ojaghi Department of Engineering Science University of Oxford. Structure of talk. Structural Dynamics Laboratory at Oxford

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Real Time Hybrid Earthquake Simulation of a Steel Column in a 20-Storey Building

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  1. Real Time Hybrid Earthquake Simulation of a Steel Column in a 20-Storey Building Paul Bonnet, Martin S Williams, Anthony Blakeborough & Mobin Ojaghi Department of Engineering Science University of Oxford First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  2. Structure of talk • Structural Dynamics Laboratory at Oxford • Real time substructuring • concept, technical issues • 20-storey building • prototype, natural frequencies, physical/numerical substructuring • Implementation • Results First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  3. Structural Dynamics Laboratory Jenkin Building Scale-model tests Offshore wind turbine Guyed mast Real-time hybrid tests mass/spring systems dissipative devices2-storey column First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  4. Hydraulic Installation First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  5. Structural Dynamics Lab First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  6. Control Installation First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  7. Substructure testing • Split the structure under test into two or more components • Full (or nearly full) scale physical model for ‘difficult’ bits • Computational model of remainder First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  8. Displacement Control Loop Calculation delay Problems Delay/lag in displacement response First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  9. Delay error First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  10. Chang explicit integration First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  11. Delay compensation First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  12. Prototype structure • Single braced bay • 20 stories - 3m per storey • 230 Mg/floor • Chevron braces (only tension brace active) • f1=0.46 Hz, f2=1.42 Hz, f20=12.4 Hz First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  13. Physical Scaling • Full scale is too large to fit into laboratory • Scale to 40% on column height • Adjust properties to keep natural frequencies the same First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  14. Physical / Numerical Partitioning First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  15. Physical Substructure First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  16. Actuator coupling First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  17. Numerical substructure • Chang integrator • Stiffness proportional damping • 2% for 1st mode • Integrator time steps • 10ms, 20ms & 30ms • Measured actuator time delay • Horiuchi or Laguerre extrapolator First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  18. El Centro NS component First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  19. Displacement @ level 2 (upper actuator) 40% El Centro First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  20. Numerical – physical displacement comparison Upper actuator Max error: 0.46% First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  21. Floor displacements @40% First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  22. Lower storey shear hysteresis First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  23. First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  24. Comparison with Emulation and Test Upper actuator Max error: 1% First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  25. Main findings • Small local processor perfectly adequate to perform simple numerical simulation and control of 20 dof model • Errors increased with length of computational time step • Chang’s algorithm was best in terms of accuracy and speed of execution • At larger time steps Horiuchi extrapolation was less good the Laguerre method First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

  26. Further work • Extend tests to higher frequencies • More plasticity in the physical specimen • Non-linear numerical model First European Conference on Earthquake Engineering and Seismology, Geneva, 3-8 September 2006

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