Cyclic behavior of bridge columns with partially unbonded seven-wire steel strands to increase post-yield stiffness

Ou, Yu‐Chen; Wu, Jhen-Wei; Pratiwi, Ade Yuniati

doi:10.1016/j.engstruct.2022.114112

Cited by 7 publications

(3 citation statements)

References 27 publications

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“…The material properties are listed in Table 1, and design variables of the columns are listed in Table 2. Note that the test results of CCC and CSC20 have been reported in Ou et al (2022).…”

Section: Specimen Designmentioning

confidence: 99%

“…In our previous work (Ou et al (2022)), a self-centering RC bridge column was proposed. ASTM 416 (2010) Grade 270 (1860-MPa) seven-wire steel strands were used as the elastic element to provide stiffness and self-centering capability to the column after yielding of the conventional longitudinal steel reinforcement during an earthquake.…”

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confidence: 99%

“…Moreover, concrete creep due to prestressing can be avoided. In this study, based on the self-centering column developed in Ou et al (2022), the concrete cover thickness ratio of the proposed column was varied to explore the influence of the loss of concrete at the compressive side on the post-yield stiffness ratio of the column.…”

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confidence: 99%

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Effect of the concrete cover thickness ratio on the post-yield stiffness of bridge columns with partially unbonded unstressed steel strands

Pratiwi

2022

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A new self-centering concrete bridge column has been developed by the authors. The proposed bridge column uses unstressed partially unbonded seven-wire steel strands as elastic elements to reduce the residual displacement of the column after a strong earthquake. This research aimed to study the effect of concrete cover thickness ratio on the cyclic behavior of the proposed column. Four large-scale column specimens were tested using lateral cyclic loading. One column was the conventional concrete bridge column. The other three columns were the proposed self-centering bridge columns with varying concrete cover thickness ratios. Test results showed that partial unbonding effectively prevented the strands from yielding. The proposed columns showed post-yield stiffness ratios higher than the conventional column. The concrete cover thickness ratio did not significantly influence the hysteretic energy dissipation and the strain responses of longitudinal reinforcement. However, it had a significant impact on the post-yield stiffness ratio. The post-yield stiffness ratio of the proposed column tended to be inversely proportional to the concrete cover thickness ratio. A relationship was proposed between the concrete cover thickness ratio and the post-yield stiffness ratio for the preliminary design of the proposed column. Based on the relationship, the cover concrete thickness ratio should not exceed 5.1% to achieve a post-yield stiffness ratio of at least 5%, as recommended in the literature to control the residual displacement of a column.

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Section: Specimen Designmentioning

confidence: 99%

mentioning

confidence: 99%