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<p>In this study, 1/4 scaled models of a cast-in-place dual-column pier (Specimen RC) and an externally flange-connected dual-column pier (Specimen FC) were designed and tested to evaluate their seismic performance, failure processes, and failure modes through quasi-static tests. The experimental results indicate that Specimen RC showed typical flexural failure features. Diagonal cracks at 45° were prominent on the north and south sides of the column, while horizontal cracks mainly appeared on the east and west sides. Specimen FC also experienced standard flexural failure in the concrete, along with bond failure at the steel plate–concrete interface. A minor spall was observed in the cover concrete within the plastic hinge zone, just above the flange interface. Additionally, Specimen FC demonstrated seismic performance comparable to Specimen RC, with significant enhancements in essential metrics: an 11.6% increase in peak strength, a 22.1% increase in cumulative energy dissipation at 30&#xa0;mm displacement, and roughly a 10% increase in equivalent stiffness. However, Specimen FC yielded earlier, and weld failure between the reinforcement and flange end-plates was observed during the mid-to-late loading stages. As displacement increased, the concrete within the flange cavity was pulled out, leading to rocking behavior, strength degradation, and a pinching effect in the hysteretic curves. Then, fiber finite element models of both specimens were created in OpenSees to replicate the experimental results. The simulation results agreed well with the test data. For Specimen RC, the error in peak strength was within 3%, the cumulative energy dissipation error at the final stage was 16.2%, and the plastic hinge curvature error was within 10% up to 97.5&#xa0;mm of displacement. For Specimen FC, the peak strength error was less than 1%, the cumulative energy dissipation error was 4.1%, and the plastic hinge curvature error remained largely within 10%. Notably, deviations between the numerical and experimental hysteretic curves occurred for Specimen FC after the flange weld failure.</p>

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Experimental and numerical investigations on the seismic performance of flange-connected dual-column piers comparable to cast-in-place components

  • 期刊论文

  • 发表日期：

    2026年5月26日

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  • Ning Tie,
  • Chongjie Jin,
  • Wen Xie

摘要

In this study, 1/4 scaled models of a cast-in-place dual-column pier (Specimen RC) and an externally flange-connected dual-column pier (Specimen FC) were designed and tested to evaluate their seismic performance, failure processes, and failure modes through quasi-static tests. The experimental results indicate that Specimen RC showed typical flexural failure features. Diagonal cracks at 45° were prominent on the north and south sides of the column, while horizontal cracks mainly appeared on the east and west sides. Specimen FC also experienced standard flexural failure in the concrete, along with bond failure at the steel plate–concrete interface. A minor spall was observed in the cover concrete within the plastic hinge zone, just above the flange interface. Additionally, Specimen FC demonstrated seismic performance comparable to Specimen RC, with significant enhancements in essential metrics: an 11.6% increase in peak strength, a 22.1% increase in cumulative energy dissipation at 30 mm displacement, and roughly a 10% increase in equivalent stiffness. However, Specimen FC yielded earlier, and weld failure between the reinforcement and flange end-plates was observed during the mid-to-late loading stages. As displacement increased, the concrete within the flange cavity was pulled out, leading to rocking behavior, strength degradation, and a pinching effect in the hysteretic curves. Then, fiber finite element models of both specimens were created in OpenSees to replicate the experimental results. The simulation results agreed well with the test data. For Specimen RC, the error in peak strength was within 3%, the cumulative energy dissipation error at the final stage was 16.2%, and the plastic hinge curvature error was within 10% up to 97.5 mm of displacement. For Specimen FC, the peak strength error was less than 1%, the cumulative energy dissipation error was 4.1%, and the plastic hinge curvature error remained largely within 10%. Notably, deviations between the numerical and experimental hysteretic curves occurred for Specimen FC after the flange weld failure.