Scholarlink

<p>Historic masonry structures constitute an important part of cultural heritage in many seismic regions. However, their seismic performance is often difficult to assess due to complex structural configurations, material heterogeneity and limited structural documentation. This study investigates the seismic response and collapse mechanism of a historic masonry structure through an integrated approach combining field observations and nonlinear time-history analysis. A detailed three-dimensional finite element model was developed based on architectural surveys and in-situ observations using a macro-modeling approach, in which the nonlinear behavior of masonry was represented through SOLID65 elements combined with the Willam–Warnke failure criterion, and the seismic response of the structure was evaluated using three recorded near-field ground motions. Displacement–time histories obtained from fifteen control points revealed that deformation demands remain relatively limited in the wing regions, whereas significant nonlinear response develops in the central hall of the structure. The force–displacement relationships indicate that the structural system reaches its maximum lateral capacity at approximately 15–20&#xa0;mm displacement, corresponding to drift ratios of about 0.14–0.18%, after which stiffness degradation becomes evident. When displacements approach ± 50&#xa0;mm, the drift ratio reaches approximately 0.45%, indicating a transition to a post-capacity deformation regime. Principal strain distributions demonstrate that damage localizes primarily around the large window openings on the north and south walls of the central hall. The analyses show that both in-plane cracking mechanisms and out-of-plane instability tendencies develop simultaneously in these walls, eventually leading to loss of stability and progressive collapse of the central hall, followed by failure of the original timber roof system. The results highlight that the seismic behavior of the structure is largely governed by the response of the central hall walls. These findings provide important insights for identifying critical structural vulnerabilities and developing strengthening strategies that focus on the most vulnerable zones of historic masonry structures.</p>

错误：搜索内容不能为空，请输入英文关键词
错误：关键词超出字数限制，请精简
高级检索

Seismic response and collapse mechanism of the historic Sirkeci Railway Station: field observations and nonlinear time-history analysis

  • 期刊论文

  • 发表日期：

    2026年7月23日

查看全文
  • Cennet Ceylan,
  • Yüksel Kaya,
  • İrfan Kocaman

摘要

Historic masonry structures constitute an important part of cultural heritage in many seismic regions. However, their seismic performance is often difficult to assess due to complex structural configurations, material heterogeneity and limited structural documentation. This study investigates the seismic response and collapse mechanism of a historic masonry structure through an integrated approach combining field observations and nonlinear time-history analysis. A detailed three-dimensional finite element model was developed based on architectural surveys and in-situ observations using a macro-modeling approach, in which the nonlinear behavior of masonry was represented through SOLID65 elements combined with the Willam–Warnke failure criterion, and the seismic response of the structure was evaluated using three recorded near-field ground motions. Displacement–time histories obtained from fifteen control points revealed that deformation demands remain relatively limited in the wing regions, whereas significant nonlinear response develops in the central hall of the structure. The force–displacement relationships indicate that the structural system reaches its maximum lateral capacity at approximately 15–20 mm displacement, corresponding to drift ratios of about 0.14–0.18%, after which stiffness degradation becomes evident. When displacements approach ± 50 mm, the drift ratio reaches approximately 0.45%, indicating a transition to a post-capacity deformation regime. Principal strain distributions demonstrate that damage localizes primarily around the large window openings on the north and south walls of the central hall. The analyses show that both in-plane cracking mechanisms and out-of-plane instability tendencies develop simultaneously in these walls, eventually leading to loss of stability and progressive collapse of the central hall, followed by failure of the original timber roof system. The results highlight that the seismic behavior of the structure is largely governed by the response of the central hall walls. These findings provide important insights for identifying critical structural vulnerabilities and developing strengthening strategies that focus on the most vulnerable zones of historic masonry structures.