Structures最新文献_第7页

Experimental and numerical investigation on hysteretic behavior of segmentally controlled steel braces 节段控制钢支撑滞回性能的试验与数值研究

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-20 DOI: 10.1016/j.istruc.2026.111147

Qianqian Cheng , Yuguang Yin , Yan Guo , Ming Lian

A novel segmentally controlled steel brace (SCSB) was developed to mitigate the susceptibility of conventional steel braces to compressive buckling. It features a simple, fabrication-friendly design comprising two end link segments and a central elastic segment. Two configurations for the link segments were investigated: the three-segment SCSB and the three-segment encased SCSB. Three full-scale specimens were tested under cyclic loading to examine the effects of link segment configurations and steel grade on the hysteretic behavior. Detailed finite element models were developed and validated against experimental results. Moreover, parametric analyses were performed to further evaluate the influence of link segment length, cross-sectional dimensions, and elastic segment size on hysteretic behavior. Experimental results confirm that the SCSB effectively localizes plastic deformation in the end link segments, significantly improving compressive performance. The three-segment SCSB exhibited pronounced compressive pinching, whereas the three-segment encased SCSB achieved fuller hysteresis loops and higher energy dissipation. Specimens with externally restrained link segments exhibited enhanced compressive stability and maintained stable hysteretic behavior without noticeable stiffness degradation under large displacements. The encased SCSB3 exhibited superior deformability. The ductility coefficient of SCSB3 was 32.5 % and 55.1 % higher than SCSB1 in tension and compression, respectively, and 34.6 % and 32.8 % higher than that of SCSB2. Steel material grade demonstrated a limited effect on energy dissipation and deformability. Parametric analyses indicate an optimal length ratio of 0.35–0.40 for the link segments relative to the total brace length. Recommended cross-sectional area ratios of the link segment to elastic segment are 0.35–0.45 for the three-segment SCSB and 0.30–0.40 for the three-segment encased SCSB. The proposed SCSB offers a highly adaptable solution for seismic-resistant structural applications.

针对传统钢支撑的压缩屈曲问题，研制了一种新型分段控制钢支撑（SCSB）。它具有简单，易于制造的设计，包括两个末端连接段和一个中央弹性段。研究了链路段的两种配置：三段SCSB和三段封装SCSB。三个全尺寸试件在循环荷载下进行了测试，以检查连接段配置和钢等级对滞回行为的影响。建立了详细的有限元模型，并根据实验结果进行了验证。此外，还进行了参数分析，以进一步评估连杆段长度、横截面尺寸和弹性段尺寸对滞后行为的影响。实验结果表明，SCSB有效地抑制了末端杆段的塑性变形，显著提高了杆段的抗压性能。三段SCSB表现出明显的压缩压缩，而三段封装SCSB的滞回曲线更充分，能量耗散更高。具有外部约束杆段的试件在大位移下表现出增强的压缩稳定性和保持稳定的滞回行为，没有明显的刚度退化。封装后的SCSB3具有良好的变形能力。SCSB3的拉伸和压缩延性系数分别比SCSB1高32.5 %和55.1 %，比SCSB2高34.6 %和32.8 %。钢材料等级对耗能和变形性能的影响有限。参数分析表明，连接段相对于总支撑长度的最佳长度比为0.35-0.40。对于三段SCSB，链接段与弹性段的推荐截面积比为0.35-0.45，对于三段封装SCSB，建议截面积比为0.30-0.40。所提出的SCSB为抗震结构应用提供了高度适应性的解决方案。

{"title":"Experimental and numerical investigation on hysteretic behavior of segmentally controlled steel braces","authors":"Qianqian Cheng , Yuguang Yin , Yan Guo , Ming Lian","doi":"10.1016/j.istruc.2026.111147","DOIUrl":"10.1016/j.istruc.2026.111147","url":null,"abstract":"<div><div>A novel segmentally controlled steel brace (SCSB) was developed to mitigate the susceptibility of conventional steel braces to compressive buckling. It features a simple, fabrication-friendly design comprising two end link segments and a central elastic segment. Two configurations for the link segments were investigated: the three-segment SCSB and the three-segment encased SCSB. Three full-scale specimens were tested under cyclic loading to examine the effects of link segment configurations and steel grade on the hysteretic behavior. Detailed finite element models were developed and validated against experimental results. Moreover, parametric analyses were performed to further evaluate the influence of link segment length, cross-sectional dimensions, and elastic segment size on hysteretic behavior. Experimental results confirm that the SCSB effectively localizes plastic deformation in the end link segments, significantly improving compressive performance. The three-segment SCSB exhibited pronounced compressive pinching, whereas the three-segment encased SCSB achieved fuller hysteresis loops and higher energy dissipation. Specimens with externally restrained link segments exhibited enhanced compressive stability and maintained stable hysteretic behavior without noticeable stiffness degradation under large displacements. The encased SCSB3 exhibited superior deformability. The ductility coefficient of SCSB3 was 32.5 % and 55.1 % higher than SCSB1 in tension and compression, respectively, and 34.6 % and 32.8 % higher than that of SCSB2. Steel material grade demonstrated a limited effect on energy dissipation and deformability. Parametric analyses indicate an optimal length ratio of 0.35–0.40 for the link segments relative to the total brace length. Recommended cross-sectional area ratios of the link segment to elastic segment are 0.35–0.45 for the three-segment SCSB and 0.30–0.40 for the three-segment encased SCSB. The proposed SCSB offers a highly adaptable solution for seismic-resistant structural applications.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111147"},"PeriodicalIF":4.3,"publicationDate":"2026-01-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024457","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Design and behaviour of novel FRP bar connectors fabricated with 3D printing and filament winding technologies 采用3D打印和长丝缠绕技术制造的新型玻璃钢连接件的设计和性能

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-19 DOI: 10.1016/j.istruc.2026.111131

Xinyun Li , Tianyu Sun , Yunhong Luo , Guan Lin

Fibre-reinforced polymer (FRP) bars are highly valuable for concrete structures in harsh (e.g., marine) environments due to their superior corrosion resistance, high strength, and light weight. However, the absence of reliable and efficient connection methods has significantly restricted their wide practical applications. Existing metal connectors are prone to corrosion, while most non-metallic alternative are large and inconvenient to install. This study presents a novel form of non-metallic FRP connectors characterised by a short connection length, compact size, low weight, and ease of installation. The connector is fabricated using a hybrid method: 3D printing for the wedged inner tubes and filament winding resin-impregnated glass fibres to form the outer tube. Tensile tests demonstrated the favourable mechanical properties and reliable load transfer capacity of the connectors. The optimal configuration achieved the expected rupture failure outside the connection region. Crucially, the novel connectors achieved effective tensile force transfer and superior deformation control with an exceptionally short length of 160 mm (16 times the nominal bar diameter), significantly lower than previously reported values for wedged-shaped connectors. The research outcomes are expected to promote the adoption of FRP bars and substantially extend the service life of marine infrastructure.

由于纤维增强聚合物（FRP）棒具有优异的耐腐蚀性，高强度和重量轻，因此在恶劣（例如海洋）环境中的混凝土结构中具有很高的价值。然而，由于缺乏可靠、高效的连接方法，严重制约了其广泛的实际应用。现有的金属连接器容易腐蚀，而大多数非金属替代品都很大，不方便安装。本研究提出了一种新型的非金属玻璃钢连接器，其特点是连接长度短，尺寸紧凑，重量轻，易于安装。该连接器采用混合方法制造：3D打印楔形内管和长丝缠绕树脂浸渍玻璃纤维形成外管。拉伸试验表明，连接器具有良好的力学性能和可靠的载荷传递能力。最优配置在连接区域外实现了预期的破裂破坏。最重要的是，新型连接器实现了有效的拉伸力传递和卓越的变形控制，其长度极短，为160 mm（公称杆径的16倍），显著低于之前报道的楔形连接器的值。研究成果有望促进FRP筋的采用，大幅延长海洋基础设施的使用寿命。

{"title":"Design and behaviour of novel FRP bar connectors fabricated with 3D printing and filament winding technologies","authors":"Xinyun Li , Tianyu Sun , Yunhong Luo , Guan Lin","doi":"10.1016/j.istruc.2026.111131","DOIUrl":"10.1016/j.istruc.2026.111131","url":null,"abstract":"<div><div>Fibre-reinforced polymer (FRP) bars are highly valuable for concrete structures in harsh (e.g., marine) environments due to their superior corrosion resistance, high strength, and light weight. However, the absence of reliable and efficient connection methods has significantly restricted their wide practical applications. Existing metal connectors are prone to corrosion, while most non-metallic alternative are large and inconvenient to install. This study presents a novel form of non-metallic FRP connectors characterised by a short connection length, compact size, low weight, and ease of installation. The connector is fabricated using a hybrid method: 3D printing for the wedged inner tubes and filament winding resin-impregnated glass fibres to form the outer tube. Tensile tests demonstrated the favourable mechanical properties and reliable load transfer capacity of the connectors. The optimal configuration achieved the expected rupture failure outside the connection region. Crucially, the novel connectors achieved effective tensile force transfer and superior deformation control with an exceptionally short length of 160 mm (16 times the nominal bar diameter), significantly lower than previously reported values for wedged-shaped connectors. The research outcomes are expected to promote the adoption of FRP bars and substantially extend the service life of marine infrastructure.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111131"},"PeriodicalIF":4.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024448","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

A 95 m long-span CF/BFRP-metal hybrid rapid deployment bridge: Design, test and analysis 95 m大跨度CF/ bfrp -金属混合快速部署桥：设计、试验与分析

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-19 DOI: 10.1016/j.istruc.2026.111061

Haojing Wang , Qilin Zhao , Fei Li , Xinlin Liu , Qikai Liu , Lijun Zhou , Jiahui Bei , Qi Wang , Ziyu Sun , Shu Zhao , Chenchen Zhong

This study presents a 95-meter-long CF/BFRP-metal hybrid emergency truss bridge. The design overcomes the limitations of traditional metal bridges in terms of weight, span, and deployment. A foldable diamond-shaped truss jacking system reduces the driving force required for prestressing, enabling the application of significant prestress to the emergency bridge using portable equipment. The dual-bottom-chord structure of the main load-bearing truss not only enhances stability against compressive forces induced near the anchorages of the tensioned tie-plates but also allows the self-balanced main girders to be placed on a horizontal plane, simplifying transportation and installation.Full-scale static loading tests revealed the following: the structure remained within its linear elastic range during loading, with a residual deformation of only 4.1 % after unloading, confirming structural integrity. Significant compressive and bending stresses were observed in the bottom chords near the anchorages of the tensioned tie-plates, indicating that these members must be designed as combined axial-flexural members. The structural deformations predicted by the simplified finite element model (FEM) used in the design stage deviated significantly from the measured values. In contrast, the deformations and internal forces predicted by FEMs that either equivalently simplified the joints as beam elements based on flexural stiffness or incorporated detailed joint geometries showed excellent agreement with the experimental data. The model utilizing equivalent beam elements demonstrated superior computational efficiency, rendering it more suitable for use in the design phase.

本研究提出了一座95米长的CF/ bfrp -金属混合应急桁架桥。该设计克服了传统金属桥在重量、跨度和部署方面的局限性。可折叠的菱形桁架顶升系统减少了预应力所需的驱动力，可以使用便携式设备对应急桥梁施加较大的预应力。主承桁架采用双底弦结构，不仅提高了受拉系板锚固附近抗压的稳定性，而且使自平衡主梁置于水平面上，简化了运输和安装。全尺寸静加载试验结果表明：加载过程中结构保持在线弹性范围内，卸载后残余变形仅为4.1 %，结构完整。在受拉系板锚固附近的底弦处观察到显著的压应力和弯曲应力，表明这些构件必须设计为组合轴向弯曲构件。设计阶段使用的简化有限元模型（FEM）预测的结构变形与实测值存在较大偏差。相比之下，将节点等效地简化为基于弯曲刚度的梁单元或纳入详细的节点几何形状的fem预测的变形和内力与实验数据表现出良好的一致性。采用等效梁单元的模型计算效率较高，更适合在设计阶段使用。

{"title":"A 95 m long-span CF/BFRP-metal hybrid rapid deployment bridge: Design, test and analysis","authors":"Haojing Wang , Qilin Zhao , Fei Li , Xinlin Liu , Qikai Liu , Lijun Zhou , Jiahui Bei , Qi Wang , Ziyu Sun , Shu Zhao , Chenchen Zhong","doi":"10.1016/j.istruc.2026.111061","DOIUrl":"10.1016/j.istruc.2026.111061","url":null,"abstract":"<div><div>This study presents a 95-meter-long CF/BFRP-metal hybrid emergency truss bridge. The design overcomes the limitations of traditional metal bridges in terms of weight, span, and deployment. A foldable diamond-shaped truss jacking system reduces the driving force required for prestressing, enabling the application of significant prestress to the emergency bridge using portable equipment. The dual-bottom-chord structure of the main load-bearing truss not only enhances stability against compressive forces induced near the anchorages of the tensioned tie-plates but also allows the self-balanced main girders to be placed on a horizontal plane, simplifying transportation and installation.Full-scale static loading tests revealed the following: the structure remained within its linear elastic range during loading, with a residual deformation of only 4.1 % after unloading, confirming structural integrity. Significant compressive and bending stresses were observed in the bottom chords near the anchorages of the tensioned tie-plates, indicating that these members must be designed as combined axial-flexural members. The structural deformations predicted by the simplified finite element model (FEM) used in the design stage deviated significantly from the measured values. In contrast, the deformations and internal forces predicted by FEMs that either equivalently simplified the joints as beam elements based on flexural stiffness or incorporated detailed joint geometries showed excellent agreement with the experimental data. The model utilizing equivalent beam elements demonstrated superior computational efficiency, rendering it more suitable for use in the design phase.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111061"},"PeriodicalIF":4.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024920","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Lateral behavior of steel frame with endplate bolted beam-column connection 端板螺栓连接梁-柱连接钢框架的侧移性能

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-19 DOI: 10.1016/j.istruc.2026.111146

Shengcan Lu , Zhan Wang , Xiangxi Han

Steel moment-resisting frames with endplate bolted connections are widely used in seismic regions; however, the semi-rigid nature of these connections significantly influences the lateral stiffness of frames, which is often neglected in traditional design approaches that assume rigid or pinned connections. This study presents a comprehensive investigation of the lateral behavior of steel frames considering endplate connection semi-rigidity through integrated experimental, numerical, and theoretical analyses. A full-scale two-story, two-bay steel frame specimen was tested under quasi-static lateral loading, demonstrating that endplate connections exhibit semi-rigid characteristics with an initial rotational stiffness of 1.06 × 10 ¹ ⁰ N·mm/rad. The frame achieved a peak lateral capacity of 1000 kN at a 4.21 % drift ratio, with progressive failure mechanisms including beam flange buckling, endplate warping, and bolt fracture. A detailed finite element model using ABAQUS was validated against experimental observations, achieving excellent correlation with peak load predictions within 3–5 % accuracy. Additionally, a component-based theoretical model incorporating the D-value method was formulated to predict the lateral stiffness of frames. Comparative analysis yielded lateral stiffness values of 18.96 kN/mm (finite element), 17.88 kN/mm (experimental), and 16.93 kN/mm (theoretical), all falling within acceptable engineering tolerance ranges (±10 %). The results demonstrate that semi-rigid connection behavior must be considered in accurate structural analysis and validate the proposed methodologies for performance-based seismic design of steel frames with endplate connections.

端板螺栓连接的钢抗弯矩框架广泛应用于地震地区；然而，这些连接的半刚性性质显著影响框架的横向刚度，这在传统的设计方法中往往被忽略，假设刚性或钉住连接。本研究通过综合实验、数值和理论分析，对考虑端板连接半刚性的钢框架横向行为进行了全面研究。在准静态横向荷载下，对一个全尺寸两层、两舱钢框架试件进行了测试，结果表明终板连接具有半刚性特性，初始旋转刚度为1.06 × 10 ¹ ⁰N·mm/rad。在4.21 %的漂移比下，框架达到了1000 kN的峰值横向承载力，其破坏机制包括梁翼缘屈曲、终板翘曲和螺栓断裂。使用ABAQUS的详细有限元模型与实验观察结果进行了验证，在3-5 %的精度范围内实现了与峰值负荷预测的良好相关性。此外，结合d值法，建立了基于构件的框架侧移刚度预测理论模型。对比分析得出横向刚度值分别为18.96 kN/mm（有限元）、17.88 kN/mm（实验）和16.93 kN/mm（理论），均在可接受的工程公差范围内（±10 %）。结果表明，在精确的结构分析中必须考虑半刚性连接行为，并验证了提出的基于性能的端板连接钢框架抗震设计方法。

{"title":"Lateral behavior of steel frame with endplate bolted beam-column connection","authors":"Shengcan Lu , Zhan Wang , Xiangxi Han","doi":"10.1016/j.istruc.2026.111146","DOIUrl":"10.1016/j.istruc.2026.111146","url":null,"abstract":"<div><div>Steel moment-resisting frames with endplate bolted connections are widely used in seismic regions; however, the semi-rigid nature of these connections significantly influences the lateral stiffness of frames, which is often neglected in traditional design approaches that assume rigid or pinned connections. This study presents a comprehensive investigation of the lateral behavior of steel frames considering endplate connection semi-rigidity through integrated experimental, numerical, and theoretical analyses. A full-scale two-story, two-bay steel frame specimen was tested under quasi-static lateral loading, demonstrating that endplate connections exhibit semi-rigid characteristics with an initial rotational stiffness of 1.06 × 10 ¹ ⁰ N·mm/rad. The frame achieved a peak lateral capacity of 1000 kN at a 4.21 % drift ratio, with progressive failure mechanisms including beam flange buckling, endplate warping, and bolt fracture. A detailed finite element model using ABAQUS was validated against experimental observations, achieving excellent correlation with peak load predictions within 3–5 % accuracy. Additionally, a component-based theoretical model incorporating the <span>D</span>-value method was formulated to predict the lateral stiffness of frames. Comparative analysis yielded lateral stiffness values of 18.96 kN/mm (finite element), 17.88 kN/mm (experimental), and 16.93 kN/mm (theoretical), all falling within acceptable engineering tolerance ranges (±10 %). The results demonstrate that semi-rigid connection behavior must be considered in accurate structural analysis and validate the proposed methodologies for performance-based seismic design of steel frames with endplate connections.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111146"},"PeriodicalIF":4.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024447","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Thermal creep of high-strength structural steel over 500 MPa under transient-state heating conditions 瞬态加热条件下500 MPa以上高强结构钢的热蠕变

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-19 DOI: 10.1016/j.istruc.2026.111138

Jun Yan , Chao Zhang

The stress–strain relationship of high-strength structural steel (HSSS) at elevated temperatures is critical for structural fire safety design and analysis. The transient-state method better simulates real fire scenarios, where structural elements are preloaded before heating. However, creep effects may become significant in the resulting stress–strain curves due to the prolonged test durations. Current research on creep mainly focuses on steady-state creep tests and the development of creep models based on such data, while creep curves for HSSS under transient-state testing remain scarce. To address these data and knowledge gaps, this paper presents an experimental investigation of Q550, Q690, and Q890 steels using the transient-state test method. The results show that the strain

ε_{1}

in HSSSs at elevated temperatures, including both stress-induced strain and creep strain, remains low—below 0.001—when the temperature is below 400 °C. Once the temperature reaches a certain threshold, the strain exhibits a rapid exponential growth. The

ε_{1}

–temperature curves show similar trends at different heating rates, and those at lower rates can be shifted to match higher-rate curves. The shift between 10 and 20 °C/min is roughly 100 °C for Q550 and Q690, and 80 °C for Q890. Creep curves for HSSSs under various stress levels were determined, and the relationships between creep model parameters and stress were established. Creep-free stress–strain curves were derived by combining creep strain–stress curve with creep-affected stress–strain curves and fitted with the Ramberg–Osgood model to obtain temperature-dependent parameters.

高温下高强结构钢（HSSS）的应力应变关系是结构防火安全设计和分析的关键。瞬态法更好地模拟了真实的火灾场景，其中结构元件在加热前预加载。然而，由于试验时间延长，蠕变效应可能在应力-应变曲线中变得显著。目前对蠕变的研究主要集中在稳态蠕变试验和基于稳态蠕变数据的蠕变模型的建立上，暂态蠕变曲线的研究较少。为了解决这些数据和知识的差距，本文提出了Q550， Q690和Q890钢使用瞬态试验方法的实验研究。结果表明：当温度低于400℃时，高温下HSSSs的应变ε1（包括应力诱发应变和蠕变应变）保持在0.001以下的低值；当温度达到一定阈值时，应变呈快速的指数增长。不同升温速率下的ε - 1温度曲线呈现出相似的变化趋势，低升温速率下的ε - 1温度曲线可以移位以匹配高升温速率的曲线。Q550和Q690在10和20°C/min之间的变化大约为100°C， Q890为80°C。确定了不同应力水平下HSSSs的蠕变曲线，建立了蠕变模型参数与应力的关系。将蠕变应变-应力曲线与蠕变影响应力-应变曲线相结合，得到无蠕变应力-应变曲线，并采用Ramberg-Osgood模型拟合得到温度相关参数。

{"title":"Thermal creep of high-strength structural steel over 500 MPa under transient-state heating conditions","authors":"Jun Yan , Chao Zhang","doi":"10.1016/j.istruc.2026.111138","DOIUrl":"10.1016/j.istruc.2026.111138","url":null,"abstract":"<div><div>The stress–strain relationship of high-strength structural steel (HSSS) at elevated temperatures is critical for structural fire safety design and analysis. The transient-state method better simulates real fire scenarios, where structural elements are preloaded before heating. However, creep effects may become significant in the resulting stress–strain curves due to the prolonged test durations. Current research on creep mainly focuses on steady-state creep tests and the development of creep models based on such data, while creep curves for HSSS under transient-state testing remain scarce. To address these data and knowledge gaps, this paper presents an experimental investigation of Q550, Q690, and Q890 steels using the transient-state test method. The results show that the strain <span><math><msub><mrow><mi>ε</mi></mrow><mrow><mn>1</mn></mrow></msub></math></span>in HSSSs at elevated temperatures, including both stress-induced strain and creep strain, remains low—below 0.001—when the temperature is below 400 °C. Once the temperature reaches a certain threshold, the strain exhibits a rapid exponential growth. The<span><math><msub><mrow><mi>ε</mi></mrow><mrow><mn>1</mn></mrow></msub></math></span>–temperature curves show similar trends at different heating rates, and those at lower rates can be shifted to match higher-rate curves. The shift between 10 and 20 °C/min is roughly 100 °C for Q550 and Q690, and 80 °C for Q890. Creep curves for HSSSs under various stress levels were determined, and the relationships between creep model parameters and stress were established. Creep-free stress–strain curves were derived by combining creep strain–stress curve with creep-affected stress–strain curves and fitted with the Ramberg–Osgood model to obtain temperature-dependent parameters.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111138"},"PeriodicalIF":4.3,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024523","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Structural and pulse coupled seismic design for piers with SMA in near-fault regions: Probabilistic assessment of peak demand and residual performance 近断层区域SMA桥墩结构与脉冲耦合抗震设计：峰值需求与剩余性能的概率评估

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-17 DOI: 10.1016/j.istruc.2026.111111

Jian Zhong , Kaiyuan Wang , Hao Wang

Post-earthquake residual drift control of reinforced concrete (RC) piers constitutes a critical challenge in the seismic design of near-fault bridges. Superelastic shape memory alloy (SMA) and engineered cementitious composite (ECC) offer novel solutions for enhancing plastic hinge zone performance due to their self-centering characteristics and high ductility. However, previous studies have inadequately evaluated the influence of pulse-like ground motion (PLGM) on SMA-RC designs, neglected the integration of dual seismic response indexes and economic factors, and only qualitatively described the performance of ECC — thereby limiting their practical application in near-fault seismic zones. This study proposes a comprehensive method for balancing peak seismic demand and residual performance and economic efficiency through structure-pulse coupled seismic design, using SMA-ECC hybrid-reinforced piers (SERC) as a case study. First, an artificial neural network (ANN)-driven predictive model correlating structural parameters, pulse characteristics with residual drift is established. Second, a dual-control probabilistic seismic fragility system (considering during-earthquake maximum drift (MD) and post-earthquake residual drift (RD)) is constructed by synthesizing structural parameters, pulse characteristics, response analyses, and capacity evaluations. Finally, a pulse-period-sensitive SMA content optimization function is formulated based on probabilistic seismic hazard integration (PSRCR),incorporating SMA economic indicators. Results demonstrate that SMA-ECC hybrid reinforcement significantly reduces the seismic fragility of piers, with the optimal SMA content exhibiting an initial increase followed by a decrease as the pulse period (T_P) extends. Furthermore, incorporating economic indicators of SMA, an effective range of recommended values is provided to facilitate practical seismic design. This approach offers a streamlined framework for engineers to ensure bridge safety and economic efficiency in near-fault regions.

钢筋混凝土桥墩震后残余漂移控制是近断层桥梁抗震设计中的一个关键问题。超弹性形状记忆合金（SMA）和工程胶凝复合材料（ECC）由于其自定心特性和高延性，为提高塑性铰区性能提供了新的解决方案。然而，以往的研究没有充分评估类脉冲地震动（PLGM）对SMA-RC设计的影响，忽略了双地震反应指标和经济因素的整合，只定性地描述了ECC的性能，从而限制了其在近断层地震带的实际应用。本研究以SMA-ECC混合增强桥墩（SERC）为例，提出了一种通过结构-脉冲耦合抗震设计来平衡峰值地震需求、剩余性能和经济效益的综合方法。首先，建立了结构参数、脉冲特性和残余漂移的人工神经网络预测模型；其次，综合结构参数、脉冲特性、响应分析和能力评价，构建了考虑震中最大漂移（MD）和震后剩余漂移（RD）的双控制概率地震易损性系统。最后，基于概率地震灾害积分（PSRCR），结合SMA经济指标，构建了一个脉冲周期敏感的SMA含量优化函数。结果表明，SMA- ecc混合配筋显著降低了桥墩的地震易损性，随着脉冲周期（TP）的延长，SMA的最优含量呈现先增加后降低的趋势。此外，结合SMA的经济指标，为实际抗震设计提供了有效的推荐值范围。这种方法为工程师提供了一个简化的框架，以确保近断层区域的桥梁安全和经济效率。

{"title":"Structural and pulse coupled seismic design for piers with SMA in near-fault regions: Probabilistic assessment of peak demand and residual performance","authors":"Jian Zhong , Kaiyuan Wang , Hao Wang","doi":"10.1016/j.istruc.2026.111111","DOIUrl":"10.1016/j.istruc.2026.111111","url":null,"abstract":"<div><div>Post-earthquake residual drift control of reinforced concrete (RC) piers constitutes a critical challenge in the seismic design of near-fault bridges. Superelastic shape memory alloy (SMA) and engineered cementitious composite (ECC) offer novel solutions for enhancing plastic hinge zone performance due to their self-centering characteristics and high ductility. However, previous studies have inadequately evaluated the influence of pulse-like ground motion (PLGM) on SMA-RC designs, neglected the integration of dual seismic response indexes and economic factors, and only qualitatively described the performance of ECC — thereby limiting their practical application in near-fault seismic zones. This study proposes a comprehensive method for balancing peak seismic demand and residual performance and economic efficiency through structure-pulse coupled seismic design, using SMA-ECC hybrid-reinforced piers (SERC) as a case study. First, an artificial neural network (ANN)-driven predictive model correlating structural parameters, pulse characteristics with residual drift is established. Second, a dual-control probabilistic seismic fragility system (considering during-earthquake maximum drift (MD) and post-earthquake residual drift (RD)) is constructed by synthesizing structural parameters, pulse characteristics, response analyses, and capacity evaluations. Finally, a pulse-period-sensitive SMA content optimization function is formulated based on probabilistic seismic hazard integration (PSRCR),incorporating SMA economic indicators. Results demonstrate that SMA-ECC hybrid reinforcement significantly reduces the seismic fragility of piers, with the optimal SMA content exhibiting an initial increase followed by a decrease as the pulse period (<em>T</em><sub><em>P</em></sub>) extends. Furthermore, incorporating economic indicators of SMA, an effective range of recommended values is provided to facilitate practical seismic design. This approach offers a streamlined framework for engineers to ensure bridge safety and economic efficiency in near-fault regions.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111111"},"PeriodicalIF":4.3,"publicationDate":"2026-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024515","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Acoustic optimization of a structure damped with constrained layer damping based on NSGA-II couple with convolutional neural network 基于NSGA-II耦合卷积神经网络的约束层阻尼结构声学优化

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-17 DOI: 10.1016/j.istruc.2025.111048

Yao Yuan , Zhichao Yang , Chufeng Wang , Xihao Jiang , Xiaozhen Li

In recent years, constrained layer damping (CLD) has been gradually and widely applied to the vibration and noise reduction of steel bridges, and the design of CLD has become the focus of research. In this study, a numerical model of CLD-damped structure is first established based on iterative eigenvalue method (IEM), and the model is verified by a hammer experiment. The squeeze-and-excitation-enabled convolutional neural network (SE-CNN) model, trained using samples generated from the numerical model, exhibits superior predictive performance, with a maximum prediction error of 4 % in the testing set. The SE-CNN model was integrated into the non-dominated sorting genetic algorithm II (NSGA-II) optimizer, resulting in a Pareto optimal solution set with sound pressure level (SPL) and additional mass as optimization objectives. The solutions in the Pareto set were evaluated using technique for order preference by similarity to an ideal solution (TOPSIS), leading to the selection of the ideal CLD design. This design achieves a noise reduction of 8.74 dB at field point S0–1 compared to the bare I-beam, a 4.32 dB reduction compared to the experimental design.

近年来，约束层阻尼（CLD）逐渐被广泛应用于钢结构桥梁的减振降噪中，其设计成为研究的热点。本文首先基于迭代特征值法（IEM）建立了cld阻尼结构的数值模型，并通过锤击实验对模型进行了验证。使用从数值模型生成的样本进行训练的具有挤压和激励功能的卷积神经网络（SE-CNN）模型显示出优越的预测性能，在测试集中的最大预测误差为4 %。将SE-CNN模型集成到非支配排序遗传算法II （NSGA-II）优化器中，得到以声压级（SPL）和附加质量为优化目标的Pareto最优解集。利用与理想解的相似性排序偏好技术（TOPSIS）对Pareto集中的解进行了评价，从而选择了理想的CLD设计。与裸工字梁相比，该设计在场点S0-1处实现了8.74 dB的降噪，与实验设计相比降低了4.32 dB。

{"title":"Acoustic optimization of a structure damped with constrained layer damping based on NSGA-II couple with convolutional neural network","authors":"Yao Yuan , Zhichao Yang , Chufeng Wang , Xihao Jiang , Xiaozhen Li","doi":"10.1016/j.istruc.2025.111048","DOIUrl":"10.1016/j.istruc.2025.111048","url":null,"abstract":"<div><div>In recent years, constrained layer damping (CLD) has been gradually and widely applied to the vibration and noise reduction of steel bridges, and the design of CLD has become the focus of research. In this study, a numerical model of CLD-damped structure is first established based on iterative eigenvalue method (IEM), and the model is verified by a hammer experiment. The squeeze-and-excitation-enabled convolutional neural network (SE-CNN) model, trained using samples generated from the numerical model, exhibits superior predictive performance, with a maximum prediction error of 4 % in the testing set. The SE-CNN model was integrated into the non-dominated sorting genetic algorithm II (NSGA-II) optimizer, resulting in a Pareto optimal solution set with sound pressure level (SPL) and additional mass as optimization objectives. The solutions in the Pareto set were evaluated using technique for order preference by similarity to an ideal solution (TOPSIS), leading to the selection of the ideal CLD design. This design achieves a noise reduction of 8.74 dB at field point S0–1 compared to the bare I-beam, a 4.32 dB reduction compared to the experimental design.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111048"},"PeriodicalIF":4.3,"publicationDate":"2026-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024522","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Self-centering dual-stage energy-dissipative brace: Analysis of hysteretic behavior and application 自定心双级耗能支撑：滞回特性分析及应用

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-17 DOI: 10.1016/j.istruc.2026.111127

Wei-hui Zhong , Xuan Zhang , Chen Chen , Wen-hao Fang

Energy dissipation technology enhances building safety by dissipating seismic energy while providing economic benefits. This paper proposes a novel self-centering dual-stage energy-dissipative brace (SCDEB). First, the conceptual design of SCDEB is presented, and its theoretical hysteretic model is established based on mechanical principles. Parametric analysis is performed on SCDEB through numerical simulation. The results demonstrate that both the preload and stiffness of the disc spring group significantly influence the bearing capacity and self-centering capability of SCDEB. Subsequently, a finite element model of the steel frame substructure equipped with SCDEB (SF-SCDEB) is established. Even under a drift ratio of ±2.0 %, the SF-SCDEB exhibits a residual drift ratio of only 0.34 %, demonstrating excellent self-centering capability. Furthermore, a series of nonlinear time history analyses conducted on a case-study structure confirm that the SCDEB serves to effectively control and diminish both the maximum and residual inter-story drift ratios across multiple levels of seismic intensity. Through rational design and application of SCDEB, it can effectively reduce seismic damage to building structures and accelerate post-earthquake recovery.

消能技术在提供经济效益的同时，通过消能来提高建筑的安全性。提出了一种新型自定心双级耗能支撑（SCDEB）。首先，提出了SCDEB的概念设计，并基于力学原理建立了其滞回理论模型。通过数值模拟对SCDEB进行了参数化分析。结果表明，盘形弹簧组的预紧力和刚度对SCDEB的承载能力和自定心能力均有显著影响。随后，建立了安装SCDEB的钢框架子结构有限元模型（SF-SCDEB）。在漂移比为±2.0 %的情况下，SF-SCDEB的残余漂移比仅为0.34 %，具有良好的自定心能力。此外，对一个实例结构进行的一系列非线性时程分析证实，SCDEB可以有效地控制和减小多个地震烈度水平上的最大和剩余层间漂移比。通过合理设计和应用SCDEB，可以有效减少地震对建筑结构的破坏，加快灾后恢复。

{"title":"Self-centering dual-stage energy-dissipative brace: Analysis of hysteretic behavior and application","authors":"Wei-hui Zhong , Xuan Zhang , Chen Chen , Wen-hao Fang","doi":"10.1016/j.istruc.2026.111127","DOIUrl":"10.1016/j.istruc.2026.111127","url":null,"abstract":"<div><div>Energy dissipation technology enhances building safety by dissipating seismic energy while providing economic benefits. This paper proposes a novel self-centering dual-stage energy-dissipative brace (SCDEB). First, the conceptual design of SCDEB is presented, and its theoretical hysteretic model is established based on mechanical principles. Parametric analysis is performed on SCDEB through numerical simulation. The results demonstrate that both the preload and stiffness of the disc spring group significantly influence the bearing capacity and self-centering capability of SCDEB. Subsequently, a finite element model of the steel frame substructure equipped with SCDEB (SF-SCDEB) is established. Even under a drift ratio of ±2.0 %, the SF-SCDEB exhibits a residual drift ratio of only 0.34 %, demonstrating excellent self-centering capability. Furthermore, a series of nonlinear time history analyses conducted on a case-study structure confirm that the SCDEB serves to effectively control and diminish both the maximum and residual inter-story drift ratios across multiple levels of seismic intensity. Through rational design and application of SCDEB, it can effectively reduce seismic damage to building structures and accelerate post-earthquake recovery.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111127"},"PeriodicalIF":4.3,"publicationDate":"2026-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145981922","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Numerical study on the performance of SMA-reinforced beam-column joints with headed bar connections sma加筋头杆连接梁柱节点性能的数值研究

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-17 DOI: 10.1016/j.istruc.2026.111133

Moka Eswar , Ajay Chourasia

This study presents a numerical investigation into the seismic performance of reinforced concrete (RC) beam-column joints partially reinforced with Fe-based Shape Memory Alloys (SMAs). Recognizing the critical role of the plastic hinge region, a targeted reinforcement strategy was adopted, wherein SMA bars were selectively embedded in this zone to enhance energy dissipation. An approach incorporating headed bar joints was also investigated to eliminate the need for extended development lengths and improve anchorage efficiency. Finite element models were developed in ABAQUS and comprehensively validated against both in-house experimental data for conventional specimens and published literature data for SMA-reinforced specimens. A parametric study was conducted to evaluate the effects of SMA bar length, concrete compressive strength, and headed joint geometry. The results demonstrated that SMA-reinforced joints exhibited significantly improved cyclic performance, with a peak load capacity up to 45.6 % higher and total energy dissipation up to 66.7 % greater than their conventional steel-reinforced counterparts. A minimum SMA bar length of 500 mm was found to be critical for realizing effective superelastic behaviour. Favourable performance was observed in specimens constructed with M30 concrete, and with headed joints having a length equal to or exceeding the head diameter. These findings offer practical guidance for integrating SMA-based reinforcement in the seismic detailing of RC structures and provide a robust basis for future experimental work.

本文对部分用铁基形状记忆合金（SMAs）加固的钢筋混凝土梁柱节点的抗震性能进行了数值研究。考虑到塑性铰区域的关键作用，采用了有针对性的加固策略，在该区域选择性地嵌入SMA钢筋，以增强耗能。还研究了一种结合头杆接头的方法，以消除延长开发长度的需要并提高锚固效率。在ABAQUS中建立有限元模型，并根据常规试件的内部实验数据和sma加固试件的公开文献数据进行全面验证。进行了一项参数研究，以评估SMA钢筋长度、混凝土抗压强度和头节点几何形状的影响。结果表明，sma加固节点的循环性能显著提高，峰值承载力比普通钢加固节点提高45.6% %，总耗能比普通钢加固节点提高66.7 %。最小SMA杆长为500 mm是实现有效超弹性行为的关键。在使用M30混凝土建造的试件中观察到良好的性能，并且头部接头的长度等于或超过头部直径。这些发现为在钢筋混凝土结构的抗震细节中整合基于sma的加固提供了实用指导，并为未来的实验工作提供了坚实的基础。

{"title":"Numerical study on the performance of SMA-reinforced beam-column joints with headed bar connections","authors":"Moka Eswar , Ajay Chourasia","doi":"10.1016/j.istruc.2026.111133","DOIUrl":"10.1016/j.istruc.2026.111133","url":null,"abstract":"<div><div>This study presents a numerical investigation into the seismic performance of reinforced concrete (RC) beam-column joints partially reinforced with Fe-based Shape Memory Alloys (SMAs). Recognizing the critical role of the plastic hinge region, a targeted reinforcement strategy was adopted, wherein SMA bars were selectively embedded in this zone to enhance energy dissipation. An approach incorporating headed bar joints was also investigated to eliminate the need for extended development lengths and improve anchorage efficiency. Finite element models were developed in ABAQUS and comprehensively validated against both in-house experimental data for conventional specimens and published literature data for SMA-reinforced specimens. A parametric study was conducted to evaluate the effects of SMA bar length, concrete compressive strength, and headed joint geometry. The results demonstrated that SMA-reinforced joints exhibited significantly improved cyclic performance, with a peak load capacity up to 45.6 % higher and total energy dissipation up to 66.7 % greater than their conventional steel-reinforced counterparts. A minimum SMA bar length of 500 mm was found to be critical for realizing effective superelastic behaviour. Favourable performance was observed in specimens constructed with M30 concrete, and with headed joints having a length equal to or exceeding the head diameter. These findings offer practical guidance for integrating SMA-based reinforcement in the seismic detailing of RC structures and provide a robust basis for future experimental work.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111133"},"PeriodicalIF":4.3,"publicationDate":"2026-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024514","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0

Time-dependent seismic fragility assessment of self-centering tall-pier bridges considering long-term prestress loss 考虑长期预应力损失的自定心高墩桥梁地震易损性时变评价

IF 4.3 2区工程技术 Q1 ENGINEERING, CIVIL

Structures

Pub Date : 2026-01-17 DOI: 10.1016/j.istruc.2026.111100

Xin Shi , Tong Guo , Ruizhao Zhu , Shiyan Cheng , Yu Xia , Qiang Han

The time-dependent loss of prestress in self-centering (SC) tall-pier bridges can degrade their recovery and seismic performance, affecting post-earthquake behavior. Thus, this paper proposes a time-dependent vulnerability analysis method, where prestress loss is considered the primary degradation effect, to assess the long-term seismic performance of the designed SC tall-pier bridges. The study analyzes the time-dependent fragility of both the components and the system of the bridge throughout its entire service life. The relationship between prestress loss and structural vulnerability is revealed, providing valuable insights into the time-dependent seismic performance of self-centering tall-pier bridges. The results indicate that over the full service life of the bridge, the bearings are more vulnerable than the tall pier and rocking base, and the tall pier experiences performance degradation at a faster rate than the rocking base. Additionally, compared to the dimensionless tilt angle θ/α_c, pier section curvature ductility μ_ϕ, and bearing displacement d are more suitable as indicators for assessing the long-term performance degradation of self-centering tall pier bridges. The study highlights the importance of incorporating long-term deterioration mechanisms in the seismic performance assessment of SC tall-pier bridges.

自定心高墩桥梁预应力随时间的损失会降低桥梁的恢复和抗震性能，影响其震后行为。因此，本文提出了一种考虑预应力损失为主要退化效应的时效易损性分析方法，以评估设计的SC高墩桥梁的长期抗震性能。该研究分析了桥梁在整个使用寿命期间构件和系统的时间依赖性脆弱性。揭示了预应力损失与结构易损性之间的关系，为自定心高墩桥梁的时变抗震性能提供了有价值的见解。结果表明，在桥梁全寿命期内，支座比高墩和摇基更脆弱，且高墩的性能退化速度比摇基快。与无量纲倾斜角θ/αc相比，桥墩截面曲率延性μ φ和支座位移d更适合作为自定心高墩桥长期性能退化的评价指标。该研究强调了在SC高墩桥梁抗震性能评估中纳入长期劣化机制的重要性。

{"title":"Time-dependent seismic fragility assessment of self-centering tall-pier bridges considering long-term prestress loss","authors":"Xin Shi , Tong Guo , Ruizhao Zhu , Shiyan Cheng , Yu Xia , Qiang Han","doi":"10.1016/j.istruc.2026.111100","DOIUrl":"10.1016/j.istruc.2026.111100","url":null,"abstract":"<div><div>The time-dependent loss of prestress in self-centering (SC) tall-pier bridges can degrade their recovery and seismic performance, affecting post-earthquake behavior. Thus, this paper proposes a time-dependent vulnerability analysis method, where prestress loss is considered the primary degradation effect, to assess the long-term seismic performance of the designed SC tall-pier bridges. The study analyzes the time-dependent fragility of both the components and the system of the bridge throughout its entire service life. The relationship between prestress loss and structural vulnerability is revealed, providing valuable insights into the time-dependent seismic performance of self-centering tall-pier bridges. The results indicate that over the full service life of the bridge, the bearings are more vulnerable than the tall pier and rocking base, and the tall pier experiences performance degradation at a faster rate than the rocking base. Additionally, compared to the dimensionless tilt angle <em>θ</em>/<em>α</em><sub>c</sub>, pier section curvature ductility <em>μ</em><sub>ϕ</sub>, and bearing displacement <em>d</em> are more suitable as indicators for assessing the long-term performance degradation of self-centering tall pier bridges. The study highlights the importance of incorporating long-term deterioration mechanisms in the seismic performance assessment of SC tall-pier bridges.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111100"},"PeriodicalIF":4.3,"publicationDate":"2026-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145981923","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

引用次数: 0