Pub Date : 2026-01-23DOI: 10.1016/j.istruc.2026.111149
Kyoungseok Oh , Yujin Noh , Jongjeon Park , Junyoung Ko
The steady increase in deteriorated apartment buildings has created demand for vertical extension retrofitting as a sustainable strategy for urban densification and life-cycle extension. However, uncertainties in the structural performance of existing foundations and additional vertical loads from extension require reliable reinforcement. This study investigates the effectiveness of the preloading method as structural load-sharing improvement technique for reinforcing piles through three-dimensional finite element analyses using Plaxis 3D. Parametric simulations were conducted to evaluate the effects of five key factors: preload magnitude, reinforcing pile stiffness, raft–soil contact condition, removal load magnitude, and the number of reinforcing piles. The results show that preloading effectively redistributes the applied load from existing to reinforcing piles, reducing total settlement and improving stiffness compatibility within the foundation-structure system. However, excessive preloading decreases the secant elastic modulus of reinforcing piles, indicating potential overstressing and stiffness degradation. An optimal preload magnitude of approximately 50 % of the reinforcing pile’s design capacity was found to achieve balanced load transfer. The study clarifies the mechanical interaction mechanisms between existing and reinforcing piles and provides design implications for the application of preloading in foundation design for retrofitted pile foundations.
{"title":"Structural performance assessment of preloading effects on pile foundation reinforcement for vertical extension retrofitting","authors":"Kyoungseok Oh , Yujin Noh , Jongjeon Park , Junyoung Ko","doi":"10.1016/j.istruc.2026.111149","DOIUrl":"10.1016/j.istruc.2026.111149","url":null,"abstract":"<div><div>The steady increase in deteriorated apartment buildings has created demand for vertical extension retrofitting as a sustainable strategy for urban densification and life-cycle extension. However, uncertainties in the structural performance of existing foundations and additional vertical loads from extension require reliable reinforcement. This study investigates the effectiveness of the preloading method as structural load-sharing improvement technique for reinforcing piles through three-dimensional finite element analyses using Plaxis 3D. Parametric simulations were conducted to evaluate the effects of five key factors: preload magnitude, reinforcing pile stiffness, raft–soil contact condition, removal load magnitude, and the number of reinforcing piles. The results show that preloading effectively redistributes the applied load from existing to reinforcing piles, reducing total settlement and improving stiffness compatibility within the foundation-structure system. However, excessive preloading decreases the secant elastic modulus of reinforcing piles, indicating potential overstressing and stiffness degradation. An optimal preload magnitude of approximately 50 % of the reinforcing pile’s design capacity was found to achieve balanced load transfer. The study clarifies the mechanical interaction mechanisms between existing and reinforcing piles and provides design implications for the application of preloading in foundation design for retrofitted pile foundations.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111149"},"PeriodicalIF":4.3,"publicationDate":"2026-01-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024782","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}
Buckling-restrained steel plate shear walls (BRSPSWs) are effective lateral force-resisting systems in which the infilled steel plate is restrained against out-of-plane buckling, allowing it to yield in shear and dissipate energy stably. However, clearances between the steel plate and the restraining panels, resulting from manufacturing and assembly tolerances, adversely affect the seismic performance of the system. This study experimentally and numerically investigates these clearance effects. Cyclic tests were conducted on two 1:3 scale BRSPSW specimens with and without enlarged steel plate-restraining panel clearances. Furthermore, finite element (FE) models incorporating both flat and curved constraint surfaces were developed to evaluate clearance effects. Experimental results revealed that enlarged clearances led to pinched hysteretic curves, reducing the cumulative energy dissipation per cycle by approximately 20 % and causing a significant drop in the constraining force of the restraining panels after a 1.4 % story drift, indicating buckling restraint deterioration. FE analyses revealed that convex constraint surfaces promote higher-order buckling and superior hysteretic performance compared to concave or flat surfaces. Based on these findings, a reduction factor for predicting ultimate shear resistance and an iterative coupled design method for bolt tension, both accounting for clearance effects, were proposed. This research provides practical design methodologies for optimizing the BRSPSWs, enhancing seismic reliability by incorporating clearance effects.
{"title":"Influence of steel plate-restraining panel clearances on cyclic behavior of buckling-restrained steel plate shear walls","authors":"Jian Hou , Bo-Lun Cai , Hang-Sheng Xie , Lan-Hui Guo , Ting-Ting Zheng","doi":"10.1016/j.istruc.2026.111160","DOIUrl":"10.1016/j.istruc.2026.111160","url":null,"abstract":"<div><div>Buckling-restrained steel plate shear walls (BRSPSWs) are effective lateral force-resisting systems in which the infilled steel plate is restrained against out-of-plane buckling, allowing it to yield in shear and dissipate energy stably. However, clearances between the steel plate and the restraining panels, resulting from manufacturing and assembly tolerances, adversely affect the seismic performance of the system. This study experimentally and numerically investigates these clearance effects. Cyclic tests were conducted on two 1:3 scale BRSPSW specimens with and without enlarged steel plate-restraining panel clearances. Furthermore, finite element (FE) models incorporating both flat and curved constraint surfaces were developed to evaluate clearance effects. Experimental results revealed that enlarged clearances led to pinched hysteretic curves, reducing the cumulative energy dissipation per cycle by approximately 20 % and causing a significant drop in the constraining force of the restraining panels after a 1.4 % story drift, indicating buckling restraint deterioration. FE analyses revealed that convex constraint surfaces promote higher-order buckling and superior hysteretic performance compared to concave or flat surfaces. Based on these findings, a reduction factor for predicting ultimate shear resistance and an iterative coupled design method for bolt tension, both accounting for clearance effects, were proposed. This research provides practical design methodologies for optimizing the BRSPSWs, enhancing seismic reliability by incorporating clearance effects.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111160"},"PeriodicalIF":4.3,"publicationDate":"2026-01-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024498","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}
Pub Date : 2026-01-23DOI: 10.1016/j.istruc.2026.111163
Beco Chenadaire Lekeufack, Bo Fu, Mabor Achol Samuel, Stephane Lavery Ilunga, Mahmood Haris
Reinforced concrete frame (RCF) structures are increasingly exposed to interacting natural and environmental hazards, including earthquakes, corrosion, and post-earthquake fire, which challenge the effectiveness of conventional vibration-control strategies. Damping technologies play a critical role in enhancing structural stability, safety, and resilience by mitigating excessive vibrations, limiting structural damage, reducing residual deformation, and extending service life. In the context of rapid urbanization, increasing environmental demands, growing multi-hazard exposure, and the integration of advanced damping systems has therefore become essential for sustainable and resilient structural design. Against this background, this paper presents a systematic review of recent advancements in damping technologies, with particular emphasis on their contributions to sustainability, life-cycle performance, and multi-hazard resilience. Passive, semi-active, and active damping systems are critically examined, by highlighting key developments, persistent limitations, and emerging research needs, especially with respect to hazard interactions such as corrosion and post-earthquake fire. To bridge the gap between theory and practice, the review is complemented by a limited set of illustrative numerical case studies intended to contextualize the discussion rather than provide exhaustive validation. Within this framework, four representative energy-dissipation systems active mass damper (AMD), semi-active tuned mass damper (SATMD), tuned mass damper inerter (TMDI), and self-centering damper (SCD) are evaluated through nonlinear time-history analyses of a multi-story RC frame subjected to combined earthquake, corrosion, and post-earthquake fire scenarios. Structural responses are compared with those of an uncontrolled frame to elucidate relative performance trends. In addition, a recovery trajectory–based formulation is introduced to quantify post-event functional recovery and structural resilience in a consistent manner. The results clearly demonstrate that SCD and TMDI systems outperform conventional damping solutions in an integrated assessment of residual displacement control, resilience enhancement, and life-cycle performance. The TMDI exhibits superior effectiveness in reducing inter-story drifts and improving resilience metrics, while the SCD offers distinct advantages in sustainability due to its self-centering capability, material efficiency, and lower environmental impact. Overall, the findings highlight the strong potential of SCD and TMDI systems as resilient, sustainable, and cost-effective solutions for RC structures under evolving multi-hazard conditions, while also identifying important directions for future research.
{"title":"Structural vibration control assessment for seismic resilience, sustainability, life cycle cost, and multi-hazard resistance of reinforced concrete frame structures: A state-of-the-art review","authors":"Beco Chenadaire Lekeufack, Bo Fu, Mabor Achol Samuel, Stephane Lavery Ilunga, Mahmood Haris","doi":"10.1016/j.istruc.2026.111163","DOIUrl":"10.1016/j.istruc.2026.111163","url":null,"abstract":"<div><div>Reinforced concrete frame (RCF) structures are increasingly exposed to interacting natural and environmental hazards, including earthquakes, corrosion, and post-earthquake fire, which challenge the effectiveness of conventional vibration-control strategies. Damping technologies play a critical role in enhancing structural stability, safety, and resilience by mitigating excessive vibrations, limiting structural damage, reducing residual deformation, and extending service life. In the context of rapid urbanization, increasing environmental demands, growing multi-hazard exposure, and the integration of advanced damping systems has therefore become essential for sustainable and resilient structural design. Against this background, this paper presents a systematic review of recent advancements in damping technologies, with particular emphasis on their contributions to sustainability, life-cycle performance, and multi-hazard resilience. Passive, semi-active, and active damping systems are critically examined, by highlighting key developments, persistent limitations, and emerging research needs, especially with respect to hazard interactions such as corrosion and post-earthquake fire. To bridge the gap between theory and practice, the review is complemented by a limited set of illustrative numerical case studies intended to contextualize the discussion rather than provide exhaustive validation. Within this framework, four representative energy-dissipation systems active mass damper (AMD), semi-active tuned mass damper (SATMD), tuned mass damper inerter (TMDI), and self-centering damper (SCD) are evaluated through nonlinear time-history analyses of a multi-story RC frame subjected to combined earthquake, corrosion, and post-earthquake fire scenarios. Structural responses are compared with those of an uncontrolled frame to elucidate relative performance trends. In addition, a recovery trajectory–based formulation is introduced to quantify post-event functional recovery and structural resilience in a consistent manner. The results clearly demonstrate that SCD and TMDI systems outperform conventional damping solutions in an integrated assessment of residual displacement control, resilience enhancement, and life-cycle performance. The TMDI exhibits superior effectiveness in reducing inter-story drifts and improving resilience metrics, while the SCD offers distinct advantages in sustainability due to its self-centering capability, material efficiency, and lower environmental impact. Overall, the findings highlight the strong potential of SCD and TMDI systems as resilient, sustainable, and cost-effective solutions for RC structures under evolving multi-hazard conditions, while also identifying important directions for future research.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111163"},"PeriodicalIF":4.3,"publicationDate":"2026-01-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024797","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}
Pub Date : 2026-01-23DOI: 10.1016/j.istruc.2026.111180
Zhi-Xuan Tan , Si-Yuan Wu , Xing Fu , Hong-Nan Li
As a flexible structure, transmission tower is highly susceptible to wind loading, and the fidelity of its finite element model (FEM) is critical for reliable dynamic response simulation and wind-resistance assessment. To reduce discrepancies between the FEM and actual structural behavior, a Bayesian model updating framework tailored to ultra-high-voltage transmission towers is developed. The framework employs covariance-driven stochastic subspace identification to estimate modal parameters and quantify the associated uncertainty, which are then treated as observational data in Bayesian updating. A backpropagation neural network surrogate is trained to replace repeated FEM evaluations, and the differential evolution adaptive Metropolis sampler performs posterior sampling, enabling efficient Bayesian updating. The methodology is validated using field acceleration measurements from a full-scale transmission tower. Results show rapid Markov chain convergence and close agreement between updated predictions and measurements for the first five natural frequencies. Time-history analyses under wind and seismic excitation indicate notable differences between the model responses before and after the update. Practically, the framework offers a computationally efficient procedure to calibrate transmission tower models for subsequent analysis and decision-making.
{"title":"Bayesian model updating of full-scale UHV transmission towers from field measurements","authors":"Zhi-Xuan Tan , Si-Yuan Wu , Xing Fu , Hong-Nan Li","doi":"10.1016/j.istruc.2026.111180","DOIUrl":"10.1016/j.istruc.2026.111180","url":null,"abstract":"<div><div>As a flexible structure, transmission tower is highly susceptible to wind loading, and the fidelity of its finite element model (FEM) is critical for reliable dynamic response simulation and wind-resistance assessment. To reduce discrepancies between the FEM and actual structural behavior, a Bayesian model updating framework tailored to ultra-high-voltage transmission towers is developed. The framework employs covariance-driven stochastic subspace identification to estimate modal parameters and quantify the associated uncertainty, which are then treated as observational data in Bayesian updating. A backpropagation neural network surrogate is trained to replace repeated FEM evaluations, and the differential evolution adaptive Metropolis sampler performs posterior sampling, enabling efficient Bayesian updating. The methodology is validated using field acceleration measurements from a full-scale transmission tower. Results show rapid Markov chain convergence and close agreement between updated predictions and measurements for the first five natural frequencies. Time-history analyses under wind and seismic excitation indicate notable differences between the model responses before and after the update. Practically, the framework offers a computationally efficient procedure to calibrate transmission tower models for subsequent analysis and decision-making.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111180"},"PeriodicalIF":4.3,"publicationDate":"2026-01-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024780","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}
To reveal the influence mechanism of web thickness and flange thickness on the flexural performance of H-shaped ultra-high performance concrete (UHPC) piles, this paper conducts four-point bending experiment on six specimens with different web and flange thicknesses, combined with the finite element analysis of the concrete damage plasticity (CDP) model, to study the neutral axis offset law, flexural bearing capacity and crack development process. The results show that under the same flange thickness, increasing the web thickness can enhance the overall stiffness and ultimate bearing capacity of the component, and the maximum increase in bearing capacity can reach 12 %. Under the same web thickness, the influence of flange thickness variation on ultimate bearing capacity is relatively limited, and the increase is generally no more than 5 %. Cracks mainly occur in the tensile zone of the component and expand along the junction of the web and the flange, eventually leading to the compressive failure of the component. Based on the assumptions of strain coordination and flat section, an equation considering the influence of web thickness and flange width on the flexural bearing capacity was proposed, with a prediction error not exceeding 5.72 %.
{"title":"Research on the influence mechanism of cross-sectional dimensions on the flexural performance and neutral axis migration of H-shaped UHPC piles","authors":"Zhongling Zong , Peiliang Qu , Dashuai Zhang , Guoqing An , Xiaotian Feng , Qinghai Xie , Jinxin Meng","doi":"10.1016/j.istruc.2026.111159","DOIUrl":"10.1016/j.istruc.2026.111159","url":null,"abstract":"<div><div>To reveal the influence mechanism of web thickness and flange thickness on the flexural performance of H-shaped ultra-high performance concrete (UHPC) piles, this paper conducts four-point bending experiment on six specimens with different web and flange thicknesses, combined with the finite element analysis of the concrete damage plasticity (CDP) model, to study the neutral axis offset law, flexural bearing capacity and crack development process. The results show that under the same flange thickness, increasing the web thickness can enhance the overall stiffness and ultimate bearing capacity of the component, and the maximum increase in bearing capacity can reach 12 %. Under the same web thickness, the influence of flange thickness variation on ultimate bearing capacity is relatively limited, and the increase is generally no more than 5 %. Cracks mainly occur in the tensile zone of the component and expand along the junction of the web and the flange, eventually leading to the compressive failure of the component. Based on the assumptions of strain coordination and flat section, an equation considering the influence of web thickness and flange width on the flexural bearing capacity was proposed, with a prediction error not exceeding 5.72 %.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111159"},"PeriodicalIF":4.3,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024452","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}
Pub Date : 2026-01-22DOI: 10.1016/j.istruc.2026.111167
Weili Luo , Shibang Deng
For new residential buildings constructed directly above existing metro tunnels, metro train-induced vibrations and structure-borne noise pose significant challenges to occupant comfort. In this study, the performance of six types of laminated rubber bearings in mitigating metro train-induced vibrations was experimentally investigated in an over-track super high-rise residential building. Following the completion of construction, the vibration isolation efficiency and propagation characteristics were investigated via in-situ tests under two excitation sources: hammer impact and metro train operation. Furthermore, a comprehensive evaluation of metro train-induced building vibrations and structure-borne noise was conducted. The results indicated that the bearings reduced peak acceleration by up to 90 % in hammer impact tests, and promising vibration reductions ranging from 0.1 dB to 16.6 dB were achieved under metro train-induced excitation. The evaluation confirmed the overall effectiveness of the bearings in mitigating metro train-induced building vibrations and structure-borne noise, thereby ensuring compliance with relevant standards. The findings provide valuable insights for future applications of laminated rubber bearings in similar over-track super high-rise buildings.
{"title":"Mitigation of metro train-induced over-track super high-rise building vibrations using laminated rubber bearings: Field application","authors":"Weili Luo , Shibang Deng","doi":"10.1016/j.istruc.2026.111167","DOIUrl":"10.1016/j.istruc.2026.111167","url":null,"abstract":"<div><div>For new residential buildings constructed directly above existing metro tunnels, metro train-induced vibrations and structure-borne noise pose significant challenges to occupant comfort. In this study, the performance of six types of laminated rubber bearings in mitigating metro train-induced vibrations was experimentally investigated in an over-track super high-rise residential building. Following the completion of construction, the vibration isolation efficiency and propagation characteristics were investigated via in-situ tests under two excitation sources: hammer impact and metro train operation. Furthermore, a comprehensive evaluation of metro train-induced building vibrations and structure-borne noise was conducted. The results indicated that the bearings reduced peak acceleration by up to 90 % in hammer impact tests, and promising vibration reductions ranging from 0.1 dB to 16.6 dB were achieved under metro train-induced excitation. The evaluation confirmed the overall effectiveness of the bearings in mitigating metro train-induced building vibrations and structure-borne noise, thereby ensuring compliance with relevant standards. The findings provide valuable insights for future applications of laminated rubber bearings in similar over-track super high-rise buildings.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111167"},"PeriodicalIF":4.3,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024781","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}
Pub Date : 2026-01-22DOI: 10.1016/j.istruc.2026.111123
Nilanjan Samanta , Kaustubh Dasgupta , Luigi Di-Sarno
Past earthquakes have demonstrated that structures already damaged in the mainshock can be more vulnerable when subjected to subsequent aftershocks. Numerous previous studies investigated the response of different structures subjected to mainshock–aftershock (MS–AS) ground motion (GM) sequences; however, research addressing the influence of sequential GMs on structures deteriorated by aggressive environmental conditions remains very limited. To investigate the post-earthquake functionality and collapse safety of the old ductile mid-rise (6–10-storey) Reinforced Concrete (RC) wall-frame building stocks, this study utilises a probabilistic framework for assessing ageing-dependent seismic resilience and reliability. In this study, ageing effects are represented solely through chloride-induced corrosion for the considered building typology. Building upon past studies, a reliable finite element (FE) model of a nine-storey regular RC wall-frame building is adopted, incorporating ageing-dependent degradation. In the current study, a spectral acceleration-based optimal Intensity Measure (IM) for the mid-rise RC wall-frame building subjected to ageing effects is proposed. Furthermore, the ageing-dependent fragility curves are developed to estimate exceedance probabilities for various Damage States (DSs) throughout the design life of the testbed building, considering different GM scenarios. Using the fragility curves at the Near Collapse (NC) damage state, the exposure-class-independent seismic reliability index is presented for the testbed building. Further, the key decision variables, namely functionality loss and recovery time, are evaluated to quantify the seismic resilience of the testbed building under different hazard levels. The results reveal that under the combined effect of ageing and MS–AS sequences, the seismic resilience and reliability of regular mid-rise RC wall-frame buildings decline significantly, raising concerns about collapse safety and post-earthquake functionality.
{"title":"Ageing-dependent seismic resilience and reliability of the RC wall-frame buildings under mainshock–aftershock sequences","authors":"Nilanjan Samanta , Kaustubh Dasgupta , Luigi Di-Sarno","doi":"10.1016/j.istruc.2026.111123","DOIUrl":"10.1016/j.istruc.2026.111123","url":null,"abstract":"<div><div>Past earthquakes have demonstrated that structures already damaged in the mainshock can be more vulnerable when subjected to subsequent aftershocks. Numerous previous studies investigated the response of different structures subjected to mainshock–aftershock (MS–AS) ground motion (GM) sequences; however, research addressing the influence of sequential GMs on structures deteriorated by aggressive environmental conditions remains very limited. To investigate the post-earthquake functionality and collapse safety of the old ductile mid-rise (6–10-storey) Reinforced Concrete (RC) wall-frame building stocks, this study utilises a probabilistic framework for assessing ageing-dependent seismic resilience and reliability. In this study, ageing effects are represented solely through chloride-induced corrosion for the considered building typology. Building upon past studies, a reliable finite element (FE) model of a nine-storey regular RC wall-frame building is adopted, incorporating ageing-dependent degradation. In the current study, a spectral acceleration-based optimal Intensity Measure (IM) for the mid-rise RC wall-frame building subjected to ageing effects is proposed. Furthermore, the ageing-dependent fragility curves are developed to estimate exceedance probabilities for various Damage States (DSs) throughout the design life of the testbed building, considering different GM scenarios. Using the fragility curves at the Near Collapse (NC) damage state, the exposure-class-independent seismic reliability index is presented for the testbed building. Further, the key decision variables, namely functionality loss and recovery time, are evaluated to quantify the seismic resilience of the testbed building under different hazard levels. The results reveal that under the combined effect of ageing and MS–AS sequences, the seismic resilience and reliability of regular mid-rise RC wall-frame buildings decline significantly, raising concerns about collapse safety and post-earthquake functionality.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111123"},"PeriodicalIF":4.3,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024450","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}
Pub Date : 2026-01-22DOI: 10.1016/j.istruc.2026.111169
Zhijian Yang, Weizhe Cui, Heng Ye, Caihong Song, Guochang Li
To address the issue of brittle failure after peak load in Hollow Concrete-Filled Steel Tubular (HCFST) structures, which arises from the high void ratio caused by manufacturing limitations, this study proposes a novel structural form: reinforced hollow concrete-filled square steel tubular columns. This structure combines the advantages of HCFST and Prestressed High-strength Concrete (PHC) pipe piles. Experimental investigations and finite element simulations were conducted on seven full-scale Reinforced Hollow Concrete-Filled Thin-Walled Square Steel Tubular (RHCFTWSST) medium-long columns under axial compression. The experimental results indicated that all specimens failed due to buckling concentrated in the top and bottom quarter-height regions of the columns, characterized by local buckling of the concave steel tube walls, crushing of the sandwich and core concrete, and shear or splitting failure between the concave and convex faces. Increasing steel tube wall thickness enhanced peak load by up to 13.66 %, while adding conventional reinforcement increased it by up to 6.97 % and significantly improved post-peak behavior. Finite element analysis conducted using ABAQUS indicated that the compressive strength of the concrete was significantly enhanced under the confinement provided by the steel tube and reinforcement bars, and good bond behavior was maintained between the sandwich and core concrete throughout the loading process. The parametric study revealed that as the slenderness ratio increased, the load-bearing capacity of the member gradually decreased, with the contribution of the steel tube diminishing while that of the core concrete became more significant. Increasing the steel tube wall thickness and using sandwich and core concrete with similar strength grades could significantly enhance the mechanical performance of the member. Building upon the capacity formula for RHCFTWSST short columns under axial compression, this study proposes a formula for medium-long columns by incorporating a stability coefficient that accounts for the slenderness ratio. The proposed formula was validated against both experimental data and finite element (FE) results. The mean ratios of the predicted values to the experimental and FE results were 1.024 and 1.001, respectively, confirming its high overall predictive accuracy.
{"title":"Axial compressive behavior of full-scale reinforced hollow high-strength concrete-filled thin-walled square steel tubular medium-long columns","authors":"Zhijian Yang, Weizhe Cui, Heng Ye, Caihong Song, Guochang Li","doi":"10.1016/j.istruc.2026.111169","DOIUrl":"10.1016/j.istruc.2026.111169","url":null,"abstract":"<div><div>To address the issue of brittle failure after peak load in Hollow Concrete-Filled Steel Tubular (HCFST) structures, which arises from the high void ratio caused by manufacturing limitations, this study proposes a novel structural form: reinforced hollow concrete-filled square steel tubular columns. This structure combines the advantages of HCFST and Prestressed High-strength Concrete (PHC) pipe piles. Experimental investigations and finite element simulations were conducted on seven full-scale Reinforced Hollow Concrete-Filled Thin-Walled Square Steel Tubular (RHCFTWSST) medium-long columns under axial compression. The experimental results indicated that all specimens failed due to buckling concentrated in the top and bottom quarter-height regions of the columns, characterized by local buckling of the concave steel tube walls, crushing of the sandwich and core concrete, and shear or splitting failure between the concave and convex faces. Increasing steel tube wall thickness enhanced peak load by up to 13.66 %, while adding conventional reinforcement increased it by up to 6.97 % and significantly improved post-peak behavior. Finite element analysis conducted using ABAQUS indicated that the compressive strength of the concrete was significantly enhanced under the confinement provided by the steel tube and reinforcement bars, and good bond behavior was maintained between the sandwich and core concrete throughout the loading process. The parametric study revealed that as the slenderness ratio increased, the load-bearing capacity of the member gradually decreased, with the contribution of the steel tube diminishing while that of the core concrete became more significant. Increasing the steel tube wall thickness and using sandwich and core concrete with similar strength grades could significantly enhance the mechanical performance of the member. Building upon the capacity formula for RHCFTWSST short columns under axial compression, this study proposes a formula for medium-long columns by incorporating a stability coefficient that accounts for the slenderness ratio. The proposed formula was validated against both experimental data and finite element (FE) results. The mean ratios of the predicted values to the experimental and FE results were 1.024 and 1.001, respectively, confirming its high overall predictive accuracy.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111169"},"PeriodicalIF":4.3,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024783","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}
Pub Date : 2026-01-22DOI: 10.1016/j.istruc.2026.111170
Faxing Ding , Luyu She , Liangliang Zhang , Yongquan Lu , Zhiwu Yu , Han Ji , Bo Qi
To examine the seismic behavior of concrete-filled steel tubular (CFST) column–composite beam frames under varying seismic intensities, shell–solid finite element models of 10-story and 15-story configurations were developed. Nonlinear dynamic time-history analyses were conducted to assess the influence of column cross-sectional size and the use of stirrups at column ends on structural performance. Evaluated seismic performance indices encompass natural frequencies, mode shapes, interstory drift ratios, time-history curves of axial compression ratios, stress–strain hysteretic responses at critical sections, plastic energy dissipation along with its allocation, formation and progression of plastic hinges, and stiffness deterioration. The findings indicate that: (1) Stirrups reinforcement at column ends in the bottom three stories achieves nearly the same effectiveness as stirrups in all stories in reducing interstory drifts, improving hysteretic behavior, enhancing energy dissipation, and mitigating stiffness degradation. (2) Enlarging column cross-sections decreases axial compression ratios, increases natural frequency, shifts energy dissipation from columns to beams, enhances overall energy dissipation capacity, and reduces stiffness degradation, thereby improving seismic performance. (3) Increasing axial compression ratio significantly lowers natural frequency, amplifies stiffness degradation, interstory drifts, and plastic hinge formation, and increases column energy dissipation while reducing that of beams. Nevertheless, stirrups reinforcement can effectively counteract these adverse effects and enhance structural seismic resistance.
{"title":"Influence of different column cross-sectional dimensions and axial compression ratios on the seismic performance of concrete-filled steel tube column-composite beam frame structures","authors":"Faxing Ding , Luyu She , Liangliang Zhang , Yongquan Lu , Zhiwu Yu , Han Ji , Bo Qi","doi":"10.1016/j.istruc.2026.111170","DOIUrl":"10.1016/j.istruc.2026.111170","url":null,"abstract":"<div><div>To examine the seismic behavior of concrete-filled steel tubular (CFST) column–composite beam frames under varying seismic intensities, shell–solid finite element models of 10-story and 15-story configurations were developed. Nonlinear dynamic time-history analyses were conducted to assess the influence of column cross-sectional size and the use of stirrups at column ends on structural performance. Evaluated seismic performance indices encompass natural frequencies, mode shapes, interstory drift ratios, time-history curves of axial compression ratios, stress–strain hysteretic responses at critical sections, plastic energy dissipation along with its allocation, formation and progression of plastic hinges, and stiffness deterioration. The findings indicate that: (1) Stirrups reinforcement at column ends in the bottom three stories achieves nearly the same effectiveness as stirrups in all stories in reducing interstory drifts, improving hysteretic behavior, enhancing energy dissipation, and mitigating stiffness degradation. (2) Enlarging column cross-sections decreases axial compression ratios, increases natural frequency, shifts energy dissipation from columns to beams, enhances overall energy dissipation capacity, and reduces stiffness degradation, thereby improving seismic performance. (3) Increasing axial compression ratio significantly lowers natural frequency, amplifies stiffness degradation, interstory drifts, and plastic hinge formation, and increases column energy dissipation while reducing that of beams. Nevertheless, stirrups reinforcement can effectively counteract these adverse effects and enhance structural seismic resistance.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111170"},"PeriodicalIF":4.3,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024451","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}
Pub Date : 2026-01-22DOI: 10.1016/j.istruc.2026.111155
Kiavash Gholamizoj , Huanru Zhu , Alexander Salenikovich , Matiyas Bezabeh , Ying Hei Chui
Timber braced frames (TBFs) are an efficient seismic force-resisting system in mass-timber buildings, with brace-end connections governing the overall seismic response and system ductility. Despite their widespread use, the behavior of TBFs with dowel-type connections remains insufficiently characterized. More importantly, most existing studies have relied on the inter-story drift ratio as a proxy for system damage, without directly linking physical damage to overall performance. This study evaluates the seismic performance of TBFs with dowel connections and slotted-in steel plates using nonlinear dynamic analyses, incorporating both drift- and energy-based damage indicators for a moderate seismic region of Canada. The overall performance evaluation integrates a drift-based performance assessment framework developed by the Canadian Construction Materials Centre (CCMC) and an energy-based damage index calibrated from prior experimental data. Twenty archetypes were analyzed, varying in the number of stories, tier aspect ratio, connection type, and ductility class. Following CCMC guidelines, nonlinear response history analyses were conducted using ground motions scaled to 100 % and 200 % of the design-level earthquake to assess the performance of force-controlled elements and inter-story drift ratios. A damage-index-based fragility assessment was further conducted using a truncated incremental dynamic analysis. Overall, TBFs appear promising for use in moderate seismic regions of Canada, though their suitability in high-seismic zones remains uncertain.
{"title":"Seismic performance assessment of timber braced frames with dowel connections and slotted-in steel plates: Drift- and energy-based performance indicators","authors":"Kiavash Gholamizoj , Huanru Zhu , Alexander Salenikovich , Matiyas Bezabeh , Ying Hei Chui","doi":"10.1016/j.istruc.2026.111155","DOIUrl":"10.1016/j.istruc.2026.111155","url":null,"abstract":"<div><div>Timber braced frames (TBFs) are an efficient seismic force-resisting system in mass-timber buildings, with brace-end connections governing the overall seismic response and system ductility. Despite their widespread use, the behavior of TBFs with dowel-type connections remains insufficiently characterized. More importantly, most existing studies have relied on the inter-story drift ratio as a proxy for system damage, without directly linking physical damage to overall performance. This study evaluates the seismic performance of TBFs with dowel connections and slotted-in steel plates using nonlinear dynamic analyses, incorporating both drift- and energy-based damage indicators for a moderate seismic region of Canada. The overall performance evaluation integrates a drift-based performance assessment framework developed by the Canadian Construction Materials Centre (CCMC) and an energy-based damage index calibrated from prior experimental data. Twenty archetypes were analyzed, varying in the number of stories, tier aspect ratio, connection type, and ductility class. Following CCMC guidelines, nonlinear response history analyses were conducted using ground motions scaled to 100 % and 200 % of the design-level earthquake to assess the performance of force-controlled elements and inter-story drift ratios. A damage-index-based fragility assessment was further conducted using a truncated incremental dynamic analysis. Overall, TBFs appear promising for use in moderate seismic regions of Canada, though their suitability in high-seismic zones remains uncertain.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"85 ","pages":"Article 111155"},"PeriodicalIF":4.3,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146024453","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}
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