@article{ref1,
title="Dynamic effect of tie-bar failure on through tied arch bridge",
journal="Journal of performance of constructed facilities",
year="2020",
author="Fan, Bing-hui and Wang, Su-guo and Chen, Bao-chun",
volume="34",
number="5",
pages="e04020089-e04020089",
abstract="Tie bars on through tied arch bridges are often in poor condition and may serve as an external cause of a tie-bar failure accident; nevertheless, bridge structural robustness contributes greatly in resisting progressive collapse, and poor robustness tends to be the essential internal cause of possible accident. To study the dynamic effect of tie-bar failure of a through tied arch bridge and to reveal the mechanism of how structural robustness reduces dynamic effects, a finite-element model of a typical rigid-frame through tied arch bridge is developed based on the most adverse tie-bar breaking time, a transient-unloading method with equivalent load is adopted to analyze the dynamic response of tie-bar failure, and the results under different working conditions are compared. Furthermore, parameter analysis of the arch-to-pier stiffness ratio is conducted for the dynamic-amplification effect. The results indicate that both the pier and the arch rib have significant dynamic-amplification effects with respect to tie-bar breakage, and the remaining tie bars are the most vulnerable elements of the bridge; thus, they should be considered the most important elements when conducting tie-bar failure analysis; the most adverse breaking time adopted in cable breakage analysis can be taken as 0.01  T; a greater arch-to-pier stiffness ratio is beneficial to reduce the dynamic response brought on by tie-bar breakage; therefore, a rigid-frame through tied arch bridge should be designed with a large pier thrust stiffness, while a simply supported tied arch bridge should not be used in future through arch bridges, and existing ones should be retrofitted as soon as possible.<p /> <p>Language: en</p>",
language="en",
issn="0887-3828",
doi="10.1061/(ASCE)CF.1943-5509.0001492",
url="http://dx.doi.org/10.1061/(ASCE)CF.1943-5509.0001492"
}