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The Pseudo Dynamic Test of RC Bridge Columns Analyzed Through the Hilbert-Huang Transform

Published online by Cambridge University Press:  05 May 2011

Y.-F. Li ,
S.-Y. Chang ,
W.-C. Tzeng  and
K. Huang
Y.-F. Li*
Affiliation:
Department of Civil Engineering, National Taipei University of Technology, Taipei, Taiwan 10608, R.O.C.
S.-Y. Chang*
Affiliation:
Department of Civil Engineering, National Taipei University of Technology, Taipei, Taiwan 10608, R.O.C.
W.-C. Tzeng*
Affiliation:
Department of Civil Engineering, National Taipei University of Technology, Taipei, Taiwan 10608, R.O.C.
K. Huang*
Affiliation:
Big Sky Engineering Consultants, Taipei, Taiwan 10608, R.O.C.
*
*Professor
**Assistant Professor
***Graduate student
****President
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Abstract

In this paper, the analysis of the responses of the pseudo dynamic test of two rectangular reinforced concrete (RC) bridge columns using the Hilbert-Huang transform (HHT) is introduced. Firstly, two 40%-scaled rectangular RC bridge columns are subjected to the pseudo dynamic test. The input of the pseudo dynamic test is set as the near-fault ground accelerations of the Chi-Chi Earthquake, which happened in 1999 in central Taiwan. After damage occurs to the bridge columns, we use non-shrinkage mortar to repair the columns, and then use 3 layers of CFRP to rehabilitate their plastic zone. The repaired bridge columns are again tested. Then we use the HHT to analyze the responses of the as-built and repaired bridge columns. The merit of applying the HHT to the responses of bridge columns is that it can transfer the displacement-time responses into instantaneous frequency responses, while the spectra are a function of both frequency and time. We can observe from the Hilbert spectra of the bridge columns that, at the instant when the frequency changes, the structural behavior changes from elastic to inelastic. The HHT can therefore be used to obtain the instantaneous natural frequencies of the bridge columns and to understand the relationship between the frequency changes and stiffness condition of the bridge columns.

Keywords

Bridge columnPseudo dynamic testHilbert-Huang transform.
Type
Articles
Information
Journal of Mechanics , Volume 19 , Issue 3 , September 2003 , pp. 373 - 387
Copyright
Copyright © The Society of Theoretical and Applied Mechanics, R.O.C. 2003

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References

REFERENCES

1.Huang, N. E., Shen, Z., Long, S. R., Wu, M.-C., Shih, H.-H., Zheng, Q., Yen, N.-C., Tung, C.-C. and Liu, H.-H., “The Empirical Mode Decomposition and the Hilbert Spectrum for Nonlinear and Non-stationary Time Series Analysis,” Proc. R. Sec. London A, The Royal Society, pp. 903–995 (1998).CrossRefGoogle Scholar
2.Huang, N. E., Chern, C. C., Huang, K., Salvino, L. W., Long, S. R. and Fan, K. L., “A New Spectral Representation of Earthquake Data: Hilbert Spectral Analysis of Station TCU129, Chi-Chi, Taiwan, 21 September 1999,” Bulletin of the Seismological Society of America, Vol. 91, No. 5, pp. 1310–1338 (2001).CrossRefGoogle Scholar
3.Zhang, R. R., Ma, S., Safak, E. and Hartzell, S., “Hilbert-Huang Transform Analysis of Dynamic and Earthquake Motion Recordings,” Journal of Engineering Mechanics, Vol. 129, No. 8, pp. 861–875 (2003).CrossRefGoogle Scholar
4.Ministry of Transportation and Communication, Seismic Design Code of Highway Bridge, You-Shih Publishing Inc., in Chinese (1995).Google Scholar
5.Bendai, J. S. and Piersol, A. G., Random Data, 2nd ed., Wiley (1991).Google Scholar
6.Huang, N. E., “The Empirical Mode Decomposition and the Hilbert Spectrum for Nonlinear and Non-stationary Time Series Analysis,” NASA, U.S.A., manuscript (1996).Google Scholar
7.Huang, N. E. and Shen, Z., “Manual for Hilbert Spectral Analysis Programs,” National Aeronautics and Space Administration (1997).Google Scholar
8.Takanashi, K., Udagawa, K., Seki, M., Okada, T. and Tanaka, H., “Nonlinear Earthquake Response Analysis of Structures by a Computer-actuator On-line System,” Bulletin of Earthquake Resistant Structure Research Center, 8, Institute of Industrial Science, University of Tokyo, Tokyo, Japan (1975).Google Scholar
9.Shing, P. B. and Manin, S. A., “Pseudodynamic Method for Seismic Performance Testing: Theory and Implementation,” UCB/EERC-84/01, Earthquake Engineering Research Center, University of California, Berkeley, CA, U.S.A. (1984).Google Scholar
10.Newmark, N. M., “A Method of Computation for Structural Dynamics,” Journal of Engineering Mechanics Division, ASCE, Vol. 85, pp. 67–94 (1959).CrossRefGoogle Scholar
11. Improved Seismic Design Criteria for California Bridges: Provisional Recommendations, ATC-32, Applied Technology Council, Redwood City, California, U.S.A. (1996).Google Scholar
12.Chang, S.-Y., Li, Y.-F., and Loh, C.-H., “Experimental Study of Seismic Behaviors of As-built and CFRP Retrofitted Reinforced Concrete Bridge Columns,” Journal of Bridge Engineering, ASCE, Accepted (2003).Google Scholar
13.Li, Y.-F., Huang, K., Ho, Y., and Tzeng, W.-C., “The Ambient Vibration Test of Bridge Column by Using Hilbert-Huang Transform,” Journal of the Chinese Institute of Civil and Hydraulic Engineering, Vol. 15, No. 1, pp. 21–33, in Chinese (2003).Google Scholar