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Application of Normalized Spectral Acceleration-Displacement (NSAD) Format on Performance-Based Seismic Design of Bridge Structures

Published online by Cambridge University Press:  05 May 2011

Y.-C. Sung ,
S.-Y. Chang ,
M.-C. Lai ,
T.-W. Lin  and
I.-C. Tsai
Y.-C. Sung*
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.
M.-C. Lai*
Affiliation:
Department of Civil Engineering, National Taipei University of Technology, Taipei, Taiwan 10608, R.O.C.
T.-W. Lin*
Affiliation:
T. Y. Lin International Taiwan, Taipei, Taiwan 10657, R.O.C.
I.-C. Tsai*
Affiliation:
Department of Civil Engineering, National Taiwan University, Taipei, Taiwan 10617, R.O.C.
*
*Associate Professor
***Professor
****Graduate student
**Technical Director
***Professor
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Abstract

For a bi-linear SDOF system subjected to a specific wave form of the ground acceleration, the unique yielding pseudo spectral acceleration and spectral displacement (Say, Sdy) together with various inelastic responses (Sai, Sdi) can be obtained via nonlinear time history analyses, respectively, by tuning the different levels of peak ground acceleration as various input ground motions. Meanwhile, the corresponding elastic responses (Sae, Sde) of a linear SDOF system with the identical mass, viscous damping and elastic stiffness as those of the bi-linear one can also be determined through linear time history analyses under the same excitations. The proposed NSAD format shown on the diagram of the elastic force ratio, Ω=Sae/Say I Say, versus the ductility ratio, (μ= (Sdi/Sdy), is a dimensionless plot of the seismic demands suitable to the engineers who are familiar with the conventional force-based design using linear structural analysis. In this paper, more than two hundred ground motions recorded in the Chi-Chi earthquake, Taiwan (1999) were chosen as the seismic inputs for the establishment of the NSAD format. The characteristics and applications of the NSAD format on the performance-based seismic design of the bridge structures were discussed, and realistic procedures for the methodology were proposed.

The results obtained shows that the NSAD format can help the engineers evaluate the multiple-level seismic demands not only with a well precision but also with a great convenience.

Keywords

Nonlinear time history analysisPerformance objectives of the structureSeismic demand of the structure
Type
Articles
Information
Journal of Mechanics , Volume 23 , Issue 2 , June 2007 , pp. 87 - 94
Copyright
Copyright © The Society of Theoretical and Applied Mechanics, R.O.C. 2007

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References

1.Sung, Y. C., Liu, K. Y., Su, C. K., Tsai, I. C. and Chang, K. C., “A Study on Pushover Analyses of Reinforced Concrete Columns,” J. Structural Engineering and Mechanics, 21(1), pp. 35–52(2005).Google Scholar
2.Sung, Y. C., Su, C. K., Wu, C. W. and Tsai, I. C., “Performance- Based Damage Assessment of Low-Rise Reinforced Concrete Buildings,” J. China Institute of Engineer, 29(1), pp. 51–62 (2006).CrossRefGoogle Scholar
3. American Association of State Highway and Transportation Officials (AASHTO), “Standard Specifications for Highway Bridges,” 16th Ed., Washington, D.C. (1996).Google Scholar
4. FEMA 273, “NEHRP Guidelines for the Seismic Rehabilitation of Buildings,” Federal Emergency Management Agency, Washington, D.C. (1997).Google Scholar
5. ATC-40, “Seismic Evaluation and Retrofit of Concrete Building,” Applied Technology Council, Redwood City, California. (1996).Google Scholar
6. ATC-55, “Evaluation and Improvement of Inelastic Seismic Analysis,” Applied Technology Council, Redwood City, California. (2002).Google Scholar
7.Lin, L. L., Chang, K. C. and Wang, Y. L., “Experimental Study on Direct Displacement-Based Seismic Design of RC Columns,” Journal of Mechanics, 21, pp. 117–124 (2005).Google Scholar
8.Freeman, S. A., “Development and use of Capacity Spectrum Method,” Proceedings of 6th U.S. National Conference on Earthquake Engineering, Seattle, EERI, Oakland, California. (1998).Google Scholar
9.Newmark, N. M. and Hall, W. J., “Earthquake spectra and design,” Illinois: Earthquake Engineering Research Institute, Department of Civil Engineering, University of Illinois. (1982).Google Scholar
10.Chopra, A. K. and Goel, R. K., “Capacity-demand-diagram Methods for Estimating Seismic Deformation of Inelastic Structures: SDF system,” Pacific Earthquake Engineering Research Center, Berkeley, California. (1999).Google Scholar
11.Chopra, A. K., “Dynamics of Structures: Theory and Applications to Earthquake Engineering,” New Jersey: Prentice Hall. (1995).Google Scholar
12.Fajfar, P., “Capacity Spectrum Method Based on Inelastic Demand Spectra,” Earthquake Engineering and Structural Dynamics, 28, pp. 979–993 (1999).3.0.CO;2-1>CrossRefGoogle Scholar
13.Aschheim, M. and Black, E. F., “Yield point Spectrum for Seismic Design and Rehabilitation,” Earthquake Spectra 16(2), pp. 317–336(2000).Google Scholar
14.Miranda, E., and Ruiz-Garcia, J., “Evaluation of Approximate Methods to Estimate Maximum Inelastic Displacement Demands,” Earthquake Engineering and Structural Dynamics, 31, pp. 539–560 (2002).Google Scholar
15. SEAOC, “Performance-Based Seismic Engineering of Buildings,” Structural Engineering Association of California, Sacramento, CA, U.S.A. (1995).Google Scholar
16. Taiwan Bridge Design Code, “Earthquake Resistant Design Specifications for Highway Bridges,” Ministry of Communication and Transportation, Taipei, Taiwan. (1995).Google Scholar