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Finite Element Analysis of Reinforced Concrete Single-Column Bridge Bent with Flexural Failure Under Near-Fault Ground Motion

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Abstract

This paper investigated seismic performance of reinforced concrete (RC) single-column bridge bent with flexural failure under near-fault ground motion. Innovative nonlinear fiber-based finite element models (FEM) with combined damage mechanisms were proposed. Cracking and spalling of cover concrete, buckling of longitudinal reinforcing steel bars, and bond-slip effect were considered. To study bond-slip effect, two FEM were developed: model 1 (without bond-slip) and model 2 (with bond-slip). Nonlinear static cyclic pushover analyses and nonlinear response history analyses under scaled near-fault ground motion were conducted. The simulation results were compared with available pseudo-dynamic test results. Various ductility coefficients were evaluated to assess the seismic performance of RC bridge column. The attributes of near-fault ground motion on the seismic responses of RC bridge column were discussed. Model 1 overestimated the ultimate lateral load resistance, longitudinal reinforcing steel bar strain, and cover concrete strain. Model 1 also underestimated the lateral deflection of RC bridge column. The results of model 2 agree well with experimental observations including hysteretic responses and damage mechanisms. In general, the predictions of both models are in good agreement with the experimental observations. However, model 2 provides improved predictions on the seismic performance of RC single-column bridge bent under near-fault ground motion. It was also observed that maximum responses of RC bridge columns under near-fault motion were characterized by one or few large hysteretic cycles. The proposed models could also help practicing engineers and researchers simulate seismic performance of RC bridge columns under near-fault ground motions in a computationally efficient manner.

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(adapted from Mazzoni et al. [48] and Zhao and Sritharan [44])

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Abbreviations

\(f_{{\text{y}}} ,f_{{\text{u}}}\) :

Yield and ultimate strength of longitudinal reinforcing bars, respectively

\(E_{\text{s}} ,E_{{{\text{sh}}}}\) :

Elastic modulus and strain-hardening modulus of longitudinal reinforcing bars, respectively

\(\varepsilon _{{{\text{sh}}}} ,\varepsilon _{{{\text{su}}}}\) :

Strain corresponding to initial strain hardening and peak stress of longitudinal reinforcing bars, respectively

\(L_{{\text{u}}} ,d_{{\text{b}}} ,s\) :

Unsupported length, diameter of circular cross section of longitudinal reinforcing bars, and the spacing of transverse reinforcing bars, respectively

\(\beta ,{\text{ }}r,{\text{ }}\gamma\) :

Amplification factor for the buckled stress–strain curve, buckling reduction factor, and buckling constant of longitudinal reinforcing bars, respectively

\(\sigma _{{\text{b}}} ,\varepsilon _{{\text{y}}}\) :

Buckled stress and tensile yield strain of longitudinal reinforcing bars, respectively

\(L_{{\text{p}}} ,\theta _{{\text{p}}} ,L\) :

Plastic hinge length, plastic rotation, and length or height of RC bridge column, respectively

\(\sigma ,S\) :

Monotonic longitudinal reinforcing bar stress and loaded-end slip, respectively

\(f_{{{\text{cc}}}}^{'} ,\varepsilon _{{{\text{cc}}}} ,f_{{{\text{cu}}}} ,\varepsilon _{{{\text{cu}}}}\) :

Compressive strength, compressive strain at maximum strength, crushing strength, and compressive strain at crushing strength of confined concrete, respectively

\(E_{{\text{c}}} ,E_{{{\text{ts}}}}\) :

Modulus of elasticity and tension softening stiffness of concrete, respectively

\(f_{\text{t}}\) :

Tensile strength of concrete

\(f_{{\text{c}}}^{'} ,\varepsilon _{0}\) :

Compressive strength and compressive strain at maximum strength of unconfined concrete, respectively

\(M_{{\text{n}}} ,\Phi _{{\text{y}}} ,M_{{\text{u}}} ,\Phi _{{\text{u}}} ,\Phi _{{\text{p}}}\) :

Nominal moment, yield curvature, ultimate moment, ultimate curvature, and plastic curvature of RC critical cross section, respectively

\(\Delta _{\text{y}} ,\Delta _{{\text{p}}}\) :

Member yield displacement and member plastic displacement, respectively

\({{\mu _{\Delta } } \mathord{\left/ {\vphantom {{\mu _{\Delta } } {\mu _{{\Delta ,{\text{capacity}}}} }}} \right. \kern-\nulldelimiterspace} {\mu _{{\Delta ,{\text{capacity}}}} }}\) :

Ratio of system displacement ductility demand/capacity

\({{\mu _{\Delta }^{*} } \mathord{\left/ {\vphantom {{\mu _{\Delta }^{*} } {\mu _{{\Delta {\text{,capacity}}}}^{*} }}} \right. \kern-\nulldelimiterspace} {\mu _{{\Delta {\text{,capacity}}}}^{*} }}\) :

Ratio of member displacement ductility demand/capacity

\({{\mu _{{\Phi ,{\text{hinge}}}} } \mathord{\left/ {\vphantom {{\mu _{{\Phi ,{\text{hinge}}}} } {\mu _{{\Phi ,{\text{capacity}}}} }}} \right. \kern-\nulldelimiterspace} {\mu _{{\Phi ,{\text{capacity}}}} }}\) :

Ratio of curvature ductility demand/capacity in the plastic hinge region

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  1. Department of Civil Engineering and Construction Engineering Management, California State University, Long Beach, CA, 90840-5101, USA

    Yu-Fu Ko

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The author contributed to the study. Material preparation, data collection and analysis were performed by Y-FK. The first draft of the manuscript was written by Y-FK. The author read and approved the final manuscript.

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Correspondence to Yu-Fu Ko.

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Ko, YF. Finite Element Analysis of Reinforced Concrete Single-Column Bridge Bent with Flexural Failure Under Near-Fault Ground Motion. Int J Civ Eng 20, 237–256 (2022). https://doi.org/10.1007/s40999-021-00648-2

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