Structural response analysis of buckle anchor cable failure in cantilever pouring arch based on improved SPEA 2

Authors

• Tian Zhongchu, School of Civil and Environmental Engineering , Changsha University of Science & Technology , Changsha , Hunan 410114 , ChinaFollow
• Zhu Dan, School of Civil and Environmental Engineering , Changsha University of Science & Technology , Changsha , Hunan 410114 , China
• Xu Binlin, School of Civil and Environmental Engineering , Changsha University of Science & Technology , Changsha , Hunan 410114 , China
• Zhang Zujun, School of Civil and Environmental Engineering , Changsha University of Science & Technology , Changsha , Hunan 410114 , China
• Dai Ye, School of Civil and Environmental Engineering , Changsha University of Science & Technology , Changsha , Hunan 410114 , China

Abstract

The Yashiqing Bridge in Guizhou was taken as the engineering background to study the influence of buckle anchor cable failure on structural performance during the construction of long-span cantilever pouring arch bridges; six representative working conditions under the maximum cantilever state were selected, and the stress variation law of the main arch ring after the failure of a single buckle anchor cable was analyzed. On this basis, to solve the problem of computational complexity caused by the large number of buckle anchor cables in structural response analysis, a buckle anchor cable failure solution program based on an improved strength Pareto evolutionary algorithm (SPEA 2) was proposed. The SPEA 2 algorithm mainly included two parts: the population used to search for new solutions and the external solution set archive to store the Pareto optimal solutions generated in each cycle. The main idea was to improve the external solution set archive. The local search was carried out by copying the external solution set archive, and a method of adaptively adjusting the size of the external solution set archive was designed to optimize the performance of the algorithm. Meanwhile, the buckle anchor cable failure structural response solution program was realized by combining Ansys and Matlab. The failure state of the buckle anchor cable under the maximum cantilever state was taken as the design variable, and the ratio of the cable force of the failed buckle anchor cable to the maximum tensile stress of the main arch ring section was taken as the objective function; the global automatic optimization analysis of the main arch ring stress response caused by the failure of the buckle anchor cable was carried out by using this algorithm. Considering the simultaneous failure of buckle anchor cables, the minimum number of failed buckle anchor cables under the condition of restricted tensile stress of the main arch ring and the buckle anchor cable failure condition when reaching the ultimate stress were analyzed. The research results indicate that the stress changes of the main arch ring caused by the failure of buckle anchor cables at different positions are different, and the structural response of the failure of a long cable with a larger cable force is greater; the optimal solutions obtained by the improved SPEA 2 algorithm are distributed uniformly. Under the limited stress, the maximum vulnerability condition is the failure of two buckle cables in the 14# segment, and the minimum vulnerability condition is the failure of the upstream JSMS 16#. Combined with the actual construction situation, the number of buckle anchor cable failures must not exceed 2; the failure of the buckle anchor cable at the maximum position may cause the tensile stress of the main arch ring to exceed the limit.

Publication Date

8-16-2026

DOI

10.14048/j.issn.1671-2579.2026.04.013

First Page

115

Last Page

124

Submission Date

August 2026

Recommended Citation

Zhongchu, Tian; Dan, Zhu; Binlin, Xu; Zujun, Zhang; and Ye, Dai (2026) "Structural response analysis of buckle anchor cable failure in cantilever pouring arch based on improved SPEA 2," Journal of China & Foreign Highway: Vol. 46: Iss. 4, Article 13.
DOI: 10.14048/j.issn.1671-2579.2026.04.013
Available at: https://zwgl1980.csust.edu.cn/journal/vol46/iss4/13

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