Seismic performance assessment of RC bridges with self-centering post-tensioned piers using fragility curves

Document Type : Original Article

Authors

1 Department of Civil Eng., Shahid Beheshti Uni., Tehran, Iran

2 Associate Professor, Department of Civil Engineering, Shahid Beheshti University, Tehran, Iran

3 Ph. D candidate, Dept.of Civil, Water and Environmental engineering, Shahid Beheshti University, Tehran, Iran

Abstract

Bridges play a key role in transportation networks, and damage to them during an earthquake may delay emergency rescues and first-aid efforts. Thus, the development of structures with low damage and reduced downtime after extreme earthquake events is necessary. Post-tensioned self-centering (SC) systems improve the serviceability of bridges by eliminating residual displacements after severe earthquakes. In these systems, post-tensioned tendons have a critical role in self-centering piers so that they return the structure to its initial position and remain their functionality. In this study, the seismic performance of post-tensioned rocking bridge piers was investigated and compared with monolithic reinforced piers through time history analysis. Demand and capacity of bridges in models with different heights were investigated using incremental dynamic analysis (IDA). The probability of failure of each bridge has been investigated by studying the fragility analyses based on the maximum drift ratio and the stress of the tendons. According to the results, the collapse probability of bridges with conventional piers is higher than their corresponding bridge models with SC piers. Adding dampers to the SC piers increases the lateral load capacity of the model and decreases the probability of failure under an earthquake record with specific peak ground acceleration (PGA). On the other hand, using dampers in SC piers improves the energy dissipation capacity of the system and reduces the possibility of tendon yield by reducing the maximum displacement.

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[1]        Mander, J, B. Cheng,C, T. (1997). “Seismic resistance of bridge piers based on damage avoidance design”. Tech. Rep. NCEER-97-0014, pp. 1–148.
[2]        Hewes,J. (2002). “Seismic Design and Performance of Precast Concrete Segmental Bridge Columns”. Ph.D. dissertation, Univ. of California, San Diego, La Jolla, CA.
[3]        Palermo,A . Pampanin,S. (2004). “The use of controlled rocking in the seismic design of bridges”. Ph.D. Dissertation, Department of Structural Engineering, Politecnico Di Milano, Milan, Italy.
[4]        Yu-chen, O. Methee, C. Amjad, A. George, L. (2008). “Seismic Performance of Segmental Precast Unbonded Posttensioned Concrete Bridge Columns”. Journal of Structural Engineering. American Society of Civil Engineers, 133(11), pp. 1636–1647.
[5]        Thonstad,T.  Kennedy,B. J.  Schaefer,J, A.  Eberhard,M, O. Stanton,J,F. (2017). “Cyclic Tests of Precast Pretensioned Rocking Bridge-Column Subassemblies”. J. Struct. Eng., vol. 143, no. 9, p. 04017094.
[6]        Marriott, D., Pampanin, S., & Palermo, A. (2009). “Quasi‐static and pseudo‐dynamic testing of unbonded post‐tensioned rocking bridge piers with external replaceable dissipaters”. Earthquake engineering & structural dynamics, 38(3), 331-354.
[7]        Nikoukalam,M, T. Sideris,P . (2017).“Resilient Bridge Rocking Columns with Polyurethane Damage-Resistant End Segments and Replaceable Energy-Dissipating Links”. Journal of Bridge Engineering. American Society of Civil Engineers, 22(10), pp. 1–14.
[8]        Zhang,Q. Alam,M, S. (2016).“Evaluating the Seismic Behavior of Segmental Unbounded Posttensioned Concrete Bridge Piers Using Factorial Analysis”. J. Bridg. Eng., vol. 21, no. 4, p. 04015073.
 [9]       Ahmadi,E. Kashani,M,M. (2020). “Numerical investigation of nonlinear static and dynamic behaviour of self-centring rocking segmental bridge piers”. Soil Dyn. Earthq. Eng., vol. 128, p. 105876.
[10]      Han, Q., Jia, Z., Xu, K., Zhou, Y., & Du, X. (2019). “Hysteretic behavior investigation of self-centering double-column rocking piers for seismic resilience”. Engineering Structures, 188, 218-232.
[11]      Liu, X., Li, J., Tsang, H. H., & Wilson, J. L. (2018). “Evaluating self-centering behavior of unbonded prestressed bridge columns using a new performance index based on quasi-static analysis”. Journal of Earthquake and Tsunami, 12(01), 1850001.
[12]      Guo, A., & Gao, H. (2016). “Seismic behavior of posttensioned concrete bridge piers with external viscoelastic dampers”. Shock and Vibration, http://dx.doi.org/10.1155/2016/1823015
[13]      Cao, Z., Wang, H., & Guo, T. (2017). “Fragility analysis of self-centering prestressed concrete bridge pier with external aluminum dissipators”. Advances in Structural Engineering, 20(8), 1210-1222.
[14]      Ahmadi, E., & Kashani, M. M. (2021). “Seismic vulnerability assessment of precast post-tensioned segmental bridge piers subject to far-fault ground motions”. In Structures (Vol. 34, pp. 2566-2579). Elsevier.
[15]      SAP2000, version 14.2.4, [Computer software]. Berkeley, CA, Computers and Structures, Inc
[16]      Mander,J, B.  Dhakal,R, P.  Mashiko,N. K. Solberg,M. (2007) .“Incremental dynamic analysis applied to seismic financial risk assessment of bridges”. Engineering structures. Elsevier, 29(10), pp. 2662–2672.
[17]      Standards Association of New Zealand, (2006). “NZS 3101: Code of practice for the design of concrete structures. Part 1: The Design of Concrete Structures”. Standards New Zealand, Wellington.
[18]      Guerrini, G., Restrepo, J. I., Massari, M., & Vervelidis, A. (2015). “Seismic behavior of posttensioned self-centering precast concrete dual-shell steel columns. Journal of structural engineering”. 141(4), 04014115.
[19]      Wang, Z., Wang, J., Tang, Y., Gao, Y., & Zhang, J. (2019). “Lateral behavior of precast segmental UHPC bridge columns based on the equivalent plastic-hinge model. Journal of Bridge Engineering”. 24(3), 04018124.
[20]      FEMA, “Quantification of building seismic performance factors.” FEMA P695. Prepared by Applied Technology Council For the Federal Emergency Management Agency, Washington, D.C.,” no. June, 2009.
[21]      Iranian Building Codes and Standards, (2014-1393). “Iranian Code of Practice for Seismic Resistant Design of buildings, Standard”. No.2800, 4th Edition.
[22]  W.K. Lee, S.L. Billington. (2010). “Modeling residual displacements of concrete bridge columns under earthquake loads using fiber elements”. Journal of Bridge Engineering, 15 240-249.
[23]      Billah,M. Alam,M. S.  (2012) “Seismic fragility assessment of concrete bridge pier reinforced with Shape Memory Alloy considering residual displacement”. In Active and Passive Smart Structures and Integrated Systems 2012 (Vol. 8341, pp. 442-454). SPIE.
[24]      Vamvatsikos, D., & Cornell, C. A. (2004). “Applied incremental dynamic analysis”. Earthquake spectra, 20(2), 523-553.
[25]      Dutta,A. Mander,J. B. (1998). “Seismic fragility analysis of highway bridges”. in Proceedings of the INCEDE-MCEER center-to-center project workshop on earthquake engineering Frontiers in transportation systems, pp. 22–23.
[26]      Yamaguchi, N., & Yamazaki, F. (2000, January). “Fragility curves for buildings in Japan based on damage surveys after the 1995 Kobe earthquake”. In Proceedings of the 12th world conference on earthquake engineering, Auckland, New Zealand (p. 2451).
[27]      Soleimani, F., Mangalathu, S., & DesRoches, R. (2017). “A comparative analytical study on the fragility assessment of box-girder bridges with various column shapes”. Engineering Structures, 153, 460-478.
[28]      Padgett, J. E., Nielson, B. G., & DesRoches, R. (2008). “Selection of optimal intensity measures in probabilistic seismic demand models of highway bridge portfolios”. Earthquake engineering & structural dynamics, 37(5), 711-725.