Higher-order mode effects on the seismic performance of tall piers

doi:10.1007/s11709-011-0131-9

Front Arch Civil Eng Chin

2011, Vol. 5

Issue (4) : 496-502 https://doi.org/10.1007/s11709-011-0131-9

RESEARCH ARTICLE

Higher-order mode effects on the seismic performance of tall piers

Zhongguo GUAN, Jianzhong LI(

), Yan XU, Hao LU

Department of Bridge Engineering, Tongji University, Shanghai 200092, China

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Abstract

A comprehensive analysis was conducted to investigate the seismic performance of a typical tall bridge pier through incremental dynamical analysis (IDA). The effect of higher-order modes was studied specifically. The results showed that higher-order modes significantly contributed to the structural seismic response and should not be neglected. Including these modes resulted in an additional hinge midway up the pier. No plastic hinge would occur at this location for conventional bridge piers. Higher-order modes also led to an out-of-phase response between the hinge rotation at the pier bottom and the displacement at the top. This means that the displacement-based seismic design method cannot correctly predict the mechanical state of the critical hinge and therefore is not suitable for use in the seismic design of tall piers. Mistakenly using the displacement-based seismic design method for tall piers may result in a seriously unsafe condition.

Keywords tall bridges higher-order mode effects incremental dynamic analysis

Corresponding Author(s): LI Jianzhong,Email:lijianzh@tongji.edu.cn

Issue Date: 05 December 2011

Cite this article:

Zhongguo GUAN,Jianzhong LI,Yan XU, et al. Higher-order mode effects on the seismic performance of tall piers[J]. Front Arch Civil Eng Chin, 2011, 5(4): 496-502.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-011-0131-9
https://academic.hep.com.cn/fsce/EN/Y2011/V5/I4/496

Fig.1 Section dimension of the 30 m and 60 m high piers (unit: mm)

Tab.1 Earthquake records for the IDA

Fig.2 Elastic seismic moment of 30 m pier. (a) First mode; (b) multi mode

Fig.3 Elastic seismic moment of 60 m pier. (a) First mode; (b) multi mode

Fig.4 Moment distribution of 30 m pier (E1)

Fig.5 Moment distribution of 60 m pier (E1)

Fig.6 Moment distribution of 30 m pier (1.0 g)

Fig.7 Moment distribution of 60 m pier (1.0 g)

Fig.8 Rotation development of the plastic hinge of the 60 m pier. (a) E1 earthquake; (b) E2 earthquake; (c) E3 earthquake; (d) E4 earthquake; (e) E5 earthquake; (f) E6 earthquake

Fig.9 Relationship of plastic hinge rotation and top displacement for 30 m pier

Fig.10 Relationship of plastic hinge rotation and top displacement for 60 m pier

Fig.11 Time history response of hinge rotation and top displacement of tall pier

Fig.12 Deformation comparison of tall pier

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[1]	Fadzli M. NAZRI, Pang Yew KEN. Seismic performance of moment resisting steel frame subjected to earthquake excitations[J]. Front Struc Civil Eng, 2014, 8(1): 19-25.

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