Pub Date : 2026-02-10DOI: 10.1016/j.engstruct.2026.122299
Hui He , Yun Zhou , Ping Tan , Yue Xiang , Liangkun Liu , Xianming Luo
Applications of tuned mass dampers (TMDs) are widely recognized as an effective control strategy for safeguarding building structures against damage caused by earthquakes. Recently, the strategy of integrating TMD with an inerter-based device has emerged as a viable alternative to TMD, offering enhanced control performance under identical conditions. However, the scarce literature reports on the performance enhancement of the existing TMD via replacing its damping element with an optimally designed tuned inerter damper (TID), which is referred to as a tuned mass inerter damper (TMID). Moreover, most previous research has overlooked the inherent difficulty in adjusting the parameters of existing TMDs. Therefore, the main contribution of this study is to investigate the performance enhancement of the existing TMD by individually adjusting the design parameters of TID, which can be considered as a more practical methodology. The analytical expression for effective damping ratio (EDR) is utilized as a performance metric to assess the control performance of TMID. Subsequently, the closed-form solution for the optimal design parameter of TID is proposed to maximize the value of EDR, thereby achieving optimal control performance. The design procedure is summarized to provide a clear description of the TMID design process. A comprehensive performance comparison between TMID and TMD is conducted, utilizing both EDR and time-history analysis, to elucidate the underlying mechanism of enhanced control performance in the existing TMD system. Analysis results demonstrate that the TMID constitutes an effective control strategy to enhance the performance of existing TMDs, particularly when the existing TMDs are mistuned.
{"title":"Performance enhancement of existing tuned mass damper (TMD) via an optimally designed tuned inerter damper for seismic application","authors":"Hui He , Yun Zhou , Ping Tan , Yue Xiang , Liangkun Liu , Xianming Luo","doi":"10.1016/j.engstruct.2026.122299","DOIUrl":"10.1016/j.engstruct.2026.122299","url":null,"abstract":"<div><div>Applications of tuned mass dampers (TMDs) are widely recognized as an effective control strategy for safeguarding building structures against damage caused by earthquakes. Recently, the strategy of integrating TMD with an inerter-based device has emerged as a viable alternative to TMD, offering enhanced control performance under identical conditions. However, the scarce literature reports on the performance enhancement of the existing TMD via replacing its damping element with an optimally designed tuned inerter damper (TID), which is referred to as a tuned mass inerter damper (TMID). Moreover, most previous research has overlooked the inherent difficulty in adjusting the parameters of existing TMDs. Therefore, the main contribution of this study is to investigate the performance enhancement of the existing TMD by individually adjusting the design parameters of TID, which can be considered as a more practical methodology. The analytical expression for effective damping ratio (EDR) is utilized as a performance metric to assess the control performance of TMID. Subsequently, the closed-form solution for the optimal design parameter of TID is proposed to maximize the value of EDR, thereby achieving optimal control performance. The design procedure is summarized to provide a clear description of the TMID design process. A comprehensive performance comparison between TMID and TMD is conducted, utilizing both EDR and time-history analysis, to elucidate the underlying mechanism of enhanced control performance in the existing TMD system. Analysis results demonstrate that the TMID constitutes an effective control strategy to enhance the performance of existing TMDs, particularly when the existing TMDs are mistuned.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122299"},"PeriodicalIF":6.4,"publicationDate":"2026-02-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185614","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-09DOI: 10.1016/j.engstruct.2026.122303
Mohamed H. El-Naqeeb , Reza Hassanli , Xing Ma , Milad Bazli , Allan Manalo , Thong M. Pham
The growing demand for accelerated construction and durable, low-maintenance structures has increased interest in precast concrete systems reinforced with glass fibre-reinforced polymer (GFRP). To support wider adoption, various connection systems have been developed to meet project requirements. Under seismic loading, damage is typically limited to the concrete, with severity depending on the connection type. Despite this, these structures generally exhibit limited residual drift and remain repairable after strong earthquakes. However, their post-repair behaviour remains insufficiently understood, limiting confidence in the long-term safety and resilience of repaired structures. To address this gap, this study investigates the structural performance of repaired precast column-to-footing connections under seismic loading and compares it with that of the original specimens. The connections include a corrugated duct connection (GCDC), a pocket connection with a non-contact lap splice filled with engineered cementitious composite (ECC), and bolted connections with stainless steel bolts of varying sizes. The specimens were repaired using patch mortar and confined with two layers of carbon-fibre-reinforced polymer (CFRP) wraps at the connection region. The results showed that the repair method was effective in nearly restoring the lateral capacity of bolted connections, while GCDC exceeded the original by 32 % and the pocket connection was 9 % lower. In addition, the drift capacity of the repaired systems, defined as the drift at the point corresponding to the peak load, outperformed the originals. The GCDC reached 10 % drift versus 3.2 % originally, the pocket connection 8 % versus 4 %, and bolted connections up to 8 %, compared to 5 % and 3.2 % for the original connections with larger and smaller bolts, respectively. The failure mode of all the repaired systems was improved, with the failure zone shifting away from the repaired region. This resulted in a gradual flexural failure, particularly mitigating the sudden failure observed in the original bolted connections. Finally, the repaired specimens were able to dissipate 1.96–2.38 times more energy than the originals, although the initial stiffness was only partially restored to 83–92 % of the original. Overall, the proposed repair method restores and improves the seismic performance of precast GFRP-RC structures with different connections, providing a reliable approach for post-earthquake repair.
{"title":"Influence of connection type on the effectiveness of CFRP wraps in seismic repair of precast GFRP-reinforced concrete columns","authors":"Mohamed H. El-Naqeeb , Reza Hassanli , Xing Ma , Milad Bazli , Allan Manalo , Thong M. Pham","doi":"10.1016/j.engstruct.2026.122303","DOIUrl":"10.1016/j.engstruct.2026.122303","url":null,"abstract":"<div><div>The growing demand for accelerated construction and durable, low-maintenance structures has increased interest in precast concrete systems reinforced with glass fibre-reinforced polymer (GFRP). To support wider adoption, various connection systems have been developed to meet project requirements. Under seismic loading, damage is typically limited to the concrete, with severity depending on the connection type. Despite this, these structures generally exhibit limited residual drift and remain repairable after strong earthquakes. However, their post-repair behaviour remains insufficiently understood, limiting confidence in the long-term safety and resilience of repaired structures. To address this gap, this study investigates the structural performance of repaired precast column-to-footing connections under seismic loading and compares it with that of the original specimens. The connections include a corrugated duct connection (GCDC), a pocket connection with a non-contact lap splice filled with engineered cementitious composite (ECC), and bolted connections with stainless steel bolts of varying sizes. The specimens were repaired using patch mortar and confined with two layers of carbon-fibre-reinforced polymer (CFRP) wraps at the connection region. The results showed that the repair method was effective in nearly restoring the lateral capacity of bolted connections, while GCDC exceeded the original by 32 % and the pocket connection was 9 % lower. In addition, the drift capacity of the repaired systems, defined as the drift at the point corresponding to the peak load, outperformed the originals. The GCDC reached 10 % drift versus 3.2 % originally, the pocket connection 8 % versus 4 %, and bolted connections up to 8 %, compared to 5 % and 3.2 % for the original connections with larger and smaller bolts, respectively. The failure mode of all the repaired systems was improved, with the failure zone shifting away from the repaired region. This resulted in a gradual flexural failure, particularly mitigating the sudden failure observed in the original bolted connections. Finally, the repaired specimens were able to dissipate 1.96–2.38 times more energy than the originals, although the initial stiffness was only partially restored to 83–92 % of the original. Overall, the proposed repair method restores and improves the seismic performance of precast GFRP-RC structures with different connections, providing a reliable approach for post-earthquake repair.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122303"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185238","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-09DOI: 10.1016/j.engstruct.2026.122306
Yanbo Cao , Ge Yan , Yiming Cao , Dianlong Yu , Longqi Cai , Yu Wang , Yang Li , Wenming Zhang
This study focuses on the linear spectral vibration and multi-modal vibration mitigation of pipeline systems by using a single multi-stable nonlinear energy sink (MNES) which is critical for ship acoustic stealth. Methodologically, the finite element method is employed to construct a dynamic model of the pipeline system, subsequently analyzing an analysis of the system’s natural characteristics. Furthermore, an improved MNES configuration is proposed, the working mechanism of which achieves adaptive absorption of the broadband vibrations through potential well transitions, with its integration into the pipeline-MNES coupled system elaborated. To assess the MNES’s wideband vibration mitigation capability for the pipeline system, the genetic algorithm (GA) is employed to optimize the vibration-reduction parameters of MNES. Simulations have revealed that under fixed three-frequency base excitation, the suppressions of the MNES can reach 86.2 %, 81.7 %, and 80.6 % for the vibration transmission rate responses, the rates are 90.5 %, 87.3 %, and 98.9 % for the acceleration responses, the rates stand at 82.4 %, 81.7 %, and 80.5 % for the displacement responses, at 24 Hz, 48 Hz, and 120 Hz. Under sweep three-frequency base excitation, the MNES’s vibration suppressions for the vibration transmission rate responses are 82.7 %, 83.1 %, and 80.3 %, 82.4 %, 83.4 %, and 80.2 % for the acceleration responses, and 82.7 %, 83.3 %, and 80.4 % for the displacement responses, at 24 Hz, 48 Hz, and 120 Hz. A set of experiments are conducted to validate the reliability and engineering applicability. The findings are that under fixed three-frequency base excitation, the MNES achieves acceleration response suppressions of 88.3 %, 87.7 %, and 86.2 % at 24 Hz, 48 Hz, and 120 Hz. Under sweep single-frequency base excitation, a three-mode resonant vibration excitation, the suppressions for acceleration responses at 24 Hz, 45 Hz, and 107 Hz are 86.4 %, 84.7 %, and 83.5 %. Test results confirm that MNES exhibits robust broadband vibration damping performance for both linear spectral vibration and multi-modal vibration of pipeline systems.
{"title":"Linear spectral vibration and multi-modal vibration mitigation of pipeline systems using a multi-stable nonlinear energy sink","authors":"Yanbo Cao , Ge Yan , Yiming Cao , Dianlong Yu , Longqi Cai , Yu Wang , Yang Li , Wenming Zhang","doi":"10.1016/j.engstruct.2026.122306","DOIUrl":"10.1016/j.engstruct.2026.122306","url":null,"abstract":"<div><div>This study focuses on the linear spectral vibration and multi-modal vibration mitigation of pipeline systems by using a single multi-stable nonlinear energy sink (MNES) which is critical for ship acoustic stealth. Methodologically, the finite element method is employed to construct a dynamic model of the pipeline system, subsequently analyzing an analysis of the system’s natural characteristics. Furthermore, an improved MNES configuration is proposed, the working mechanism of which achieves adaptive absorption of the broadband vibrations through potential well transitions, with its integration into the pipeline-MNES coupled system elaborated. To assess the MNES’s wideband vibration mitigation capability for the pipeline system, the genetic algorithm (GA) is employed to optimize the vibration-reduction parameters of MNES. Simulations have revealed that under fixed three-frequency base excitation, the suppressions of the MNES can reach 86.2 %, 81.7 %, and 80.6 % for the vibration transmission rate responses, the rates are 90.5 %, 87.3 %, and 98.9 % for the acceleration responses, the rates stand at 82.4 %, 81.7 %, and 80.5 % for the displacement responses, at 24 Hz, 48 Hz, and 120 Hz. Under sweep three-frequency base excitation, the MNES’s vibration suppressions for the vibration transmission rate responses are 82.7 %, 83.1 %, and 80.3 %, 82.4 %, 83.4 %, and 80.2 % for the acceleration responses, and 82.7 %, 83.3 %, and 80.4 % for the displacement responses, at 24 Hz, 48 Hz, and 120 Hz. A set of experiments are conducted to validate the reliability and engineering applicability. The findings are that under fixed three-frequency base excitation, the MNES achieves acceleration response suppressions of 88.3 %, 87.7 %, and 86.2 % at 24 Hz, 48 Hz, and 120 Hz. Under sweep single-frequency base excitation, a three-mode resonant vibration excitation, the suppressions for acceleration responses at 24 Hz, 45 Hz, and 107 Hz are 86.4 %, 84.7 %, and 83.5 %. Test results confirm that MNES exhibits robust broadband vibration damping performance for both linear spectral vibration and multi-modal vibration of pipeline systems.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122306"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185240","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-09DOI: 10.1016/j.engstruct.2026.122300
Mingyang Wei , Linlin Song , Jianhua Zhang , Cheav Por Chea , Yan Geng , Xueming Zhang , Dianwei Gao , Zhicheng Liu
Based on the design concept of high energy dissipation and replaceability, as well as the specific characteristics of underground structures, such as difficulties and uncertainties in excavation, a dual stage energy dissipation joint for connection concrete-filled steel tube (CFST) column-exterior wide-flat beam joint was proposed in this paper. Three types of joints were designed and manufactured. Specifically, typical CFST column-exterior wide-flat beam joint (abbreviated as typical joint, TJ), frictional energy dissipation CFST column-exterior wide-flat beam joint (abbreviated as frictional energy dissipation joint, FEDJ), and dual stage energy dissipation CFST column-exterior wide-flat beam joint (abbreviated as dual stage energy dissipation joint, DEDJ). Then, quasi-static seismic performance tests and finite element analyses were conducted to these three joints. After that, the technique for order of preference by similarity to ideal solution (TOPSIS) method was used to assess the seismic performance of different types of joints. The results indicated that the DEDJ exhibited frictional and rotational energy dissipation characteristics under service level earthquakes, while demonstrating plastic deformation energy dissipation through metal components during design basis and maximal considered earthquakes. TJ showed bending failure at beam ends, whereas failure in DEDJ was concentrated in steel energy dissipation components. FDEJ remained undamaged throughout the test. TJ demonstrated high bearing capacity but suffered from poor ductility, rapid strength/stiffness degradation, and limited energy dissipation capacity. FDEJ maintained stable strength/stiffness with good ductility, though constrained by low bearing capacity and insufficient energy dissipation capability. DEDJ not only achieved the designed bearing capacity target but also synergistically combined advantages from both TJ and FDEJ, exhibiting superior ductility, effective energy dissipation, and slower strength and stiffness degradation compared to TJ. The assessment result of the TOPSIS method showed that the comprehensive performance of the DEDJ was better than that of TJ and FEDJ. the bearing capacity and energy dissipation capability of DEDJ may be compromised when the axial compression ratio increased to 0.5 and the end-to-center ratio of low-yield-point steel reached 1.82.
{"title":"Cyclic performance of dual stage energy dissipation joints for connecting CFST column and exterior wide-flat beam","authors":"Mingyang Wei , Linlin Song , Jianhua Zhang , Cheav Por Chea , Yan Geng , Xueming Zhang , Dianwei Gao , Zhicheng Liu","doi":"10.1016/j.engstruct.2026.122300","DOIUrl":"10.1016/j.engstruct.2026.122300","url":null,"abstract":"<div><div>Based on the design concept of high energy dissipation and replaceability, as well as the specific characteristics of underground structures, such as difficulties and uncertainties in excavation, a dual stage energy dissipation joint for connection concrete-filled steel tube (CFST) column-exterior wide-flat beam joint was proposed in this paper. Three types of joints were designed and manufactured. Specifically, typical CFST column-exterior wide-flat beam joint (abbreviated as typical joint, TJ), frictional energy dissipation CFST column-exterior wide-flat beam joint (abbreviated as frictional energy dissipation joint, FEDJ), and dual stage energy dissipation CFST column-exterior wide-flat beam joint (abbreviated as dual stage energy dissipation joint, DEDJ). Then, quasi-static seismic performance tests and finite element analyses were conducted to these three joints. After that, the technique for order of preference by similarity to ideal solution (TOPSIS) method was used to assess the seismic performance of different types of joints. The results indicated that the DEDJ exhibited frictional and rotational energy dissipation characteristics under service level earthquakes, while demonstrating plastic deformation energy dissipation through metal components during design basis and maximal considered earthquakes. TJ showed bending failure at beam ends, whereas failure in DEDJ was concentrated in steel energy dissipation components. FDEJ remained undamaged throughout the test. TJ demonstrated high bearing capacity but suffered from poor ductility, rapid strength/stiffness degradation, and limited energy dissipation capacity. FDEJ maintained stable strength/stiffness with good ductility, though constrained by low bearing capacity and insufficient energy dissipation capability. DEDJ not only achieved the designed bearing capacity target but also synergistically combined advantages from both TJ and FDEJ, exhibiting superior ductility, effective energy dissipation, and slower strength and stiffness degradation compared to TJ. The assessment result of the TOPSIS method showed that the comprehensive performance of the DEDJ was better than that of TJ and FEDJ. the bearing capacity and energy dissipation capability of DEDJ may be compromised when the axial compression ratio increased to 0.5 and the end-to-center ratio of low-yield-point steel reached 1.82.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122300"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185239","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-09DOI: 10.1016/j.engstruct.2026.122318
Hui Gao , Miao Li , Hao Wang , Jianxiao Mao , Dubo Wang , Jianan Li , Zhihao Wang
Negative stiffness dampers (NSDs) have proved more effective than viscous dampers in mitigating cable multi-mode vibrations. However, the full-scale negative-stiffness-damper systems that can satisfy the damping requirements of ultra-long stay cables remain scarce. In addition, an accurate formula for the modal damping ratio (MDR) in higher cable modes should be further derived to optimize the installed location and design parameters of the NSDs. To this end, this study proposed a multi-stage negative stiffness damper (MSNSD) system. In particular, the multi-stage negative stiffness device (MSNS) is fabricated based on the pre-compressed disc springs. Theoretical analysis and experimental tests were conducted to investigate the dynamic properties and establish the mechanical model of the MSNS. In addition, a more accurate formula for the MDR of the cable with MSNSD was developed. On this basis, the practical design methods for mitigating cable multi-mode vibrations were proposed to optimize the installed location and parameters of the MSNSD. The results showed that the developed formula can accurately predict the MDR for all the under-damped cable modes. By optimizing the installed location and design parameters, the MSNSD is expected to satisfy the damping requirements for suppressing rain-wind-induced vibrations and vortex-induced vibrations, simultaneously.
{"title":"Full-scale multi-stage negative stiffness device for damping enhancement of cable-damper system","authors":"Hui Gao , Miao Li , Hao Wang , Jianxiao Mao , Dubo Wang , Jianan Li , Zhihao Wang","doi":"10.1016/j.engstruct.2026.122318","DOIUrl":"10.1016/j.engstruct.2026.122318","url":null,"abstract":"<div><div>Negative stiffness dampers (NSDs) have proved more effective than viscous dampers in mitigating cable multi-mode vibrations. However, the full-scale negative-stiffness-damper systems that can satisfy the damping requirements of ultra-long stay cables remain scarce. In addition, an accurate formula for the modal damping ratio (MDR) in higher cable modes should be further derived to optimize the installed location and design parameters of the NSDs. To this end, this study proposed a multi-stage negative stiffness damper (MSNSD) system. In particular, the multi-stage negative stiffness device (MSNS) is fabricated based on the pre-compressed disc springs. Theoretical analysis and experimental tests were conducted to investigate the dynamic properties and establish the mechanical model of the MSNS. In addition, a more accurate formula for the MDR of the cable with MSNSD was developed. On this basis, the practical design methods for mitigating cable multi-mode vibrations were proposed to optimize the installed location and parameters of the MSNSD. The results showed that the developed formula can accurately predict the MDR for all the under-damped cable modes. By optimizing the installed location and design parameters, the MSNSD is expected to satisfy the damping requirements for suppressing rain-wind-induced vibrations and vortex-induced vibrations, simultaneously.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122318"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185237","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The determination of temperature-induced structural responses (thermal responses) of long-span bridges is crucial for structural performance assessment, but there are always discrepancies between the simulated and measured thermal responses of the bridges. This study proposes a digital twin approach to determine the thermal responses of a long-span suspension bridge by integrating the numerical simulation with the field measurement. The finite element model of the bridge used to simulate thermal effects on the bridge serves as a virtual model of the bridge. The training measurement data set from the structural health monitoring system of the bridge is sequentially mapped into the virtual model to construct digital twins of the bridge using the particle swarm optimization algorithm. The formed digital twin is then validated against the testing set of measurement data. The validated digital twin is finally used to predict all the types of thermal responses of the bridge. The results demonstrate that the construction of a digital twin is feasible, and the digital twin can efficiently and accurately predict thermal responses compared with the conventional simulation and measurement alone. Specifically, the predicted structural temperatures have an average difference of 0.4 ℃ over six days from the measured results. The predicted thermal responses of longitudinal displacement, vertical deflection, and strain of the bridge have average errors of 4.5 mm, 12 mm, and 7.8 με, respectively.
{"title":"Temperature-induced structural responses of a long-span suspension bridge: A digital twin approach","authors":"Ning-Jie Zhou , You-Lin Xu , Zi-Jing Wei , Di Wu , Er-Hua Zhang","doi":"10.1016/j.engstruct.2026.122260","DOIUrl":"10.1016/j.engstruct.2026.122260","url":null,"abstract":"<div><div>The determination of temperature-induced structural responses (thermal responses) of long-span bridges is crucial for structural performance assessment, but there are always discrepancies between the simulated and measured thermal responses of the bridges. This study proposes a digital twin approach to determine the thermal responses of a long-span suspension bridge by integrating the numerical simulation with the field measurement. The finite element model of the bridge used to simulate thermal effects on the bridge serves as a virtual model of the bridge. The training measurement data set from the structural health monitoring system of the bridge is sequentially mapped into the virtual model to construct digital twins of the bridge using the particle swarm optimization algorithm. The formed digital twin is then validated against the testing set of measurement data. The validated digital twin is finally used to predict all the types of thermal responses of the bridge. The results demonstrate that the construction of a digital twin is feasible, and the digital twin can efficiently and accurately predict thermal responses compared with the conventional simulation and measurement alone. Specifically, the predicted structural temperatures have an average difference of 0.4 ℃ over six days from the measured results. The predicted thermal responses of longitudinal displacement, vertical deflection, and strain of the bridge have average errors of 4.5 mm, 12 mm, and 7.8 με, respectively.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122260"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146184793","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-09DOI: 10.1016/j.engstruct.2026.122298
Ye He , Xin Nie , Jiansheng Fan , Yueyi Li , Ran Ding
Balancing structural performance with minimized carbon emissions from building materials stands as a linchpin for promoting the construction industry towards high-quality development. Ultra-high performance concrete (UHPC) can play a great role in realizing this dual objective. This study explores and validates the design and construction methods for applying UHPC in columns with high material efficiency and low carbon emissions. Two novel structural forms, UHPC-RC column and UHPC-shell column, are proposed with the corresponding construction methods. Four cyclic tests are conducted to study the seismic performance of different structural forms and fabrication techniques. Notably, compared with the RC column, the ductility coefficient of the cast-in-place UHPC-RC column is 23 % higher and the peak capacity of the prefabricated UHPC-RC column is 22 % higher. The UHPC-shell column maintains equivalent yield load and peak load with reduced concrete and steel reinforcement usage. The relocation of the plastic hinge is regarded as the mechanism by which UHPC at the column end enhances the column seismic performance. A validated finite element model is established to simulate the seismic performance of UHPC-RC columns. Parametric studies identify the rational UHPC application length for UHPC-RC columns, ranging from 1 to 1.4 times the section height, contingent on varying axial compression ratios and UHPC material properties. Based on the cradle-to-gate LCA method, it is demonstrated that UHPC-RC columns have the potential for reducing carbon emissions by decreasing concrete consumption or reinforcement consumption.
{"title":"Experimental and numerical research on the seismic performance of novel UHPC columns","authors":"Ye He , Xin Nie , Jiansheng Fan , Yueyi Li , Ran Ding","doi":"10.1016/j.engstruct.2026.122298","DOIUrl":"10.1016/j.engstruct.2026.122298","url":null,"abstract":"<div><div>Balancing structural performance with minimized carbon emissions from building materials stands as a linchpin for promoting the construction industry towards high-quality development. Ultra-high performance concrete (UHPC) can play a great role in realizing this dual objective. This study explores and validates the design and construction methods for applying UHPC in columns with high material efficiency and low carbon emissions. Two novel structural forms, UHPC-RC column and UHPC-shell column, are proposed with the corresponding construction methods. Four cyclic tests are conducted to study the seismic performance of different structural forms and fabrication techniques. Notably, compared with the RC column, the ductility coefficient of the cast-in-place UHPC-RC column is 23 % higher and the peak capacity of the prefabricated UHPC-RC column is 22 % higher. The UHPC-shell column maintains equivalent yield load and peak load with reduced concrete and steel reinforcement usage. The relocation of the plastic hinge is regarded as the mechanism by which UHPC at the column end enhances the column seismic performance. A validated finite element model is established to simulate the seismic performance of UHPC-RC columns. Parametric studies identify the rational UHPC application length for UHPC-RC columns, ranging from 1 to 1.4 times the section height, contingent on varying axial compression ratios and UHPC material properties. Based on the cradle-to-gate LCA method, it is demonstrated that UHPC-RC columns have the potential for reducing carbon emissions by decreasing concrete consumption or reinforcement consumption.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122298"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185236","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-09DOI: 10.1016/j.engstruct.2026.122288
Nemanja Krtinić , Marko Marinković , Matija Gams
The seismic performance of a confined masonry (CM) technology using novel hollow clay blocks with large cavities for thermal insulation, and polyurethane glue rather than thin-layer mortar was analysed. Shear compression tests on two CM walls have revealed a specific type of damage at the interface between the tie-column and masonry due to the difference in thickness between the tie-columns (25 × 25 cm) and the masonry (38 cm). This motivated further research into the mechanisms behind this type of damage as well as the seismic response of the system as a whole. A simplified 3D micro-model was developed to replicate the observed phenomenon and analyse all aspects of the seismic response. A parametric study was then performed to explore the influence of longitudinal and transversal reinforcement, tie-column size, toothing, compressive strength of masonry, and bed joint reinforcement. The reinforcement detailing had little effect on the seismic response, though numerical simulations showed that the spacing of the transverse reinforcement should not be larger than 15 cm. The tie-column size had the largest effect on seismic response. If appropriately used, toothing and bed joint reinforcement could mitigate issues involving the shear failure of the tie-columns. However, if the tie-columns were reinforced by at least 1 % longitudinal reinforcement as required by the code, then the overall response was adequate regardless of whether the tie-columns experienced shear failure or not.
{"title":"Numerical analysis of the seismic response of a confined masonry system","authors":"Nemanja Krtinić , Marko Marinković , Matija Gams","doi":"10.1016/j.engstruct.2026.122288","DOIUrl":"10.1016/j.engstruct.2026.122288","url":null,"abstract":"<div><div>The seismic performance of a confined masonry (CM) technology using novel hollow clay blocks with large cavities for thermal insulation, and polyurethane glue rather than thin-layer mortar was analysed. Shear compression tests on two CM walls have revealed a specific type of damage at the interface between the tie-column and masonry due to the difference in thickness between the tie-columns (25 × 25 cm) and the masonry (38 cm). This motivated further research into the mechanisms behind this type of damage as well as the seismic response of the system as a whole. A simplified 3D micro-model was developed to replicate the observed phenomenon and analyse all aspects of the seismic response. A parametric study was then performed to explore the influence of longitudinal and transversal reinforcement, tie-column size, toothing, compressive strength of masonry, and bed joint reinforcement. The reinforcement detailing had little effect on the seismic response, though numerical simulations showed that the spacing of the transverse reinforcement should not be larger than 15 cm. The tie-column size had the largest effect on seismic response. If appropriately used, toothing and bed joint reinforcement could mitigate issues involving the shear failure of the tie-columns. However, if the tie-columns were reinforced by at least 1 % longitudinal reinforcement as required by the code, then the overall response was adequate regardless of whether the tie-columns experienced shear failure or not.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122288"},"PeriodicalIF":6.4,"publicationDate":"2026-02-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185241","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-07DOI: 10.1016/j.engstruct.2026.122262
Yeeun Kim , Kihak Lee , Jiuk Shin
To mitigate blast-induced progressive collapses of building structures, blast damage assessment of main structural elements (e.g., column) is crucial. However, field tests and numerical simulations for evaluating blast resistant performance have been expensive and time-consuming. Due to these limitations, many researchers have developed machine-learning models. The model have been learned from a large amount of experiments and numerical simulation-based dataset, which required expensive computational time. This paper presents a novel machine learning approach trained and tested from a reduced dataset to predict blast resistant performance for RC columns. A multi-step machine learning model integrating two distinct models was established as follows: (1) prediction of column failure modes (shear & flexure failure) utilized as the input to the second model, and (2) prediction of blast-induced damage levels for the RC column. A learning dataset associated with the blast column damage was generated from the finite element simulations validated with the previous experimental results. The numerical simulation-based dataset varies with simple column details (longitudinal and transverse rebar details, and axial loading ratio) and blast loading scenarios (scaled distance). To resolve the limitation of the conventional learning models, the reduced dataset with 200 data points was utilized to develop best-fit models for each column damage level, and their models were combined using four different combination methods: (1) sequential prediction method (method-1), (2) maximum positive probability prediction method (method-2), (3) maximum negative probability prediction method (method-3), and (4) combined method between methods-1 and 2 (method-4). Among them, the combined method has the highest prediction performance. As compared to the general method model trained from a large amount of dataset (703 data), the proposed combination method (method-4) can reduce the data points by 71.5 % and enhance the average of accuracy for each blast damage level by 14.3 %.
{"title":"Reduced dataset-based machine learning model for blast damage assessment of reinforced concrete columns","authors":"Yeeun Kim , Kihak Lee , Jiuk Shin","doi":"10.1016/j.engstruct.2026.122262","DOIUrl":"10.1016/j.engstruct.2026.122262","url":null,"abstract":"<div><div>To mitigate blast-induced progressive collapses of building structures, blast damage assessment of main structural elements (e.g., column) is crucial. However, field tests and numerical simulations for evaluating blast resistant performance have been expensive and time-consuming. Due to these limitations, many researchers have developed machine-learning models. The model have been learned from a large amount of experiments and numerical simulation-based dataset, which required expensive computational time. This paper presents a novel machine learning approach trained and tested from a reduced dataset to predict blast resistant performance for RC columns. A multi-step machine learning model integrating two distinct models was established as follows: (1) prediction of column failure modes (shear & flexure failure) utilized as the input to the second model, and (2) prediction of blast-induced damage levels for the RC column. A learning dataset associated with the blast column damage was generated from the finite element simulations validated with the previous experimental results. The numerical simulation-based dataset varies with simple column details (longitudinal and transverse rebar details, and axial loading ratio) and blast loading scenarios (scaled distance). To resolve the limitation of the conventional learning models, the reduced dataset with 200 data points was utilized to develop best-fit models for each column damage level, and their models were combined using four different combination methods: (1) sequential prediction method (method-1), (2) maximum positive probability prediction method (method-2), (3) maximum negative probability prediction method (method-3), and (4) combined method between methods-1 and 2 (method-4). Among them, the combined method has the highest prediction performance. As compared to the general method model trained from a large amount of dataset (703 data), the proposed combination method (method-4) can reduce the data points by 71.5 % and enhance the average of accuracy for each blast damage level by 14.3 %.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122262"},"PeriodicalIF":6.4,"publicationDate":"2026-02-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146184794","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"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 : 2026-02-07DOI: 10.1016/j.engstruct.2026.122275
Feng Wang , Jiaxin Shen , Xin Yang , Yunqiang Qiao , Jiaying Wang , Jiawu Li , Yi Hui
The vortex-induced vibration (VIV) of a rectangular section is significantly influenced by the aspect ratio. Different aspect ratios lead to different flow patterns around the section, thereby causing distinct vibration phenomena. To better understand the evolution law of the characteristics when VIV occurs, a 10:1 rectangular section is selected as the research object. Based on the time-series data of "Static-Developing-Stable" derived from the synchronous vibration-pressure measurement test, the different stages of vibration are identified. The Dynamic Mode Decomposition (DMD) method, based on Takens' embedding theorem, and the Empirical Orthogonal Function (EOF) method are introduced to analyze time-series data at different stages, clarifying the evolution laws of the section's characteristics. The results indicate that during the VIV, the section is initially excited by vortex shedding frequencies approaching the natural frequency, leading to modal competition. Following the onset of the vibration, the spatial distribution of both mean surface pressure and fluctuating pressure remains largely unaffected by the vibration stages. Once the vortex shedding frequency is equal to the structural natural frequency, the vibration enters a stable stage. During this stable stage, the distributed forces on the middle and trailing edges significantly amplify the vortex-induced forces. Furthermore, the spatial distribution of EOF modes exhibits a "wavelike" variation in the trailing zone, which indicates localized increases in the fluctuating pressure. The spectral characteristics of the principal components can reflect the different stages of vibration.
{"title":"Temporal sequencing analysis of vortex-induced vibration in a 10:1 rectangular section","authors":"Feng Wang , Jiaxin Shen , Xin Yang , Yunqiang Qiao , Jiaying Wang , Jiawu Li , Yi Hui","doi":"10.1016/j.engstruct.2026.122275","DOIUrl":"10.1016/j.engstruct.2026.122275","url":null,"abstract":"<div><div>The vortex-induced vibration (VIV) of a rectangular section is significantly influenced by the aspect ratio. Different aspect ratios lead to different flow patterns around the section, thereby causing distinct vibration phenomena. To better understand the evolution law of the characteristics when VIV occurs, a 10:1 rectangular section is selected as the research object. Based on the time-series data of \"Static-Developing-Stable\" derived from the synchronous vibration-pressure measurement test, the different stages of vibration are identified. The Dynamic Mode Decomposition (DMD) method, based on Takens' embedding theorem, and the Empirical Orthogonal Function (EOF) method are introduced to analyze time-series data at different stages, clarifying the evolution laws of the section's characteristics. The results indicate that during the VIV, the section is initially excited by vortex shedding frequencies approaching the natural frequency, leading to modal competition. Following the onset of the vibration, the spatial distribution of both mean surface pressure and fluctuating pressure remains largely unaffected by the vibration stages. Once the vortex shedding frequency is equal to the structural natural frequency, the vibration enters a stable stage. During this stable stage, the distributed forces on the middle and trailing edges significantly amplify the vortex-induced forces. Furthermore, the spatial distribution of EOF modes exhibits a \"wavelike\" variation in the trailing zone, which indicates localized increases in the fluctuating pressure. The spectral characteristics of the principal components can reflect the different stages of vibration.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122275"},"PeriodicalIF":6.4,"publicationDate":"2026-02-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146184797","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
扫码关注我们
求助内容：
应助结果提醒方式：
京公网安备 11010802042870号