Pub Date : 2026-04-15Epub Date: 2026-02-06DOI: 10.1016/j.engstruct.2026.122321
Jing Sun , Honghui Li , Haikun Peng , Chao Ding , Lewei Yan , Xinmei Xiang
This study investigated the low-velocity impact response of bio-inspired multi-sinusoidal corrugated (BMSC) sandwich structures inspired by marine shells. A comprehensive experimental study was conducted with impact energies ranging from 45.09 J to 280.83 J. Finite element simulations using ABAQUS provided detailed insights into the progressive damage mechanisms and impact responses of various BMSC sandwich configurations (n = 1–5). Four distinct failure modes were categorized, corresponding to different impact energy levels, ranging from localized deformation to complete penetration. The impact force-time and impact force-displacement curves, along with energy absorption characteristics, were analyzed. Results revealed that BMSC sandwich structures exhibit superior impact resistance compared to traditional corrugated designs. The BMSC (n = 3) achieved the highest specific energy absorption of 2.38 J/g, exceeding the traditional design by over 39 % and more than doubling that of titanium-based carbon-fiber/epoxy laminates, demonstrating significantly enhanced energy absorption efficiency and impact protection performance. These advantages stem from the bio-inspired core design, which facilitates and guides progressive deformation, delaying failure initiation and enhancing energy absorption capability. The research provides an in-depth understanding of the impact response, damage mechanisms, and energy absorption efficiency of BMSC sandwich structures, highlighting their suitability for protective structure applications.
{"title":"Low-velocity impact response of bio-inspired multi-sinusoidal corrugated sandwich structure","authors":"Jing Sun , Honghui Li , Haikun Peng , Chao Ding , Lewei Yan , Xinmei Xiang","doi":"10.1016/j.engstruct.2026.122321","DOIUrl":"10.1016/j.engstruct.2026.122321","url":null,"abstract":"<div><div>This study investigated the low-velocity impact response of bio-inspired multi-sinusoidal corrugated (BMSC) sandwich structures inspired by marine shells. A comprehensive experimental study was conducted with impact energies ranging from 45.09 J to 280.83 J. Finite element simulations using ABAQUS provided detailed insights into the progressive damage mechanisms and impact responses of various BMSC sandwich configurations (<em>n</em> = 1–5). Four distinct failure modes were categorized, corresponding to different impact energy levels, ranging from localized deformation to complete penetration. The impact force-time and impact force-displacement curves, along with energy absorption characteristics, were analyzed. Results revealed that BMSC sandwich structures exhibit superior impact resistance compared to traditional corrugated designs. The BMSC (<em>n</em> = 3) achieved the highest specific energy absorption of 2.38 J/g, exceeding the traditional design by over 39 % and more than doubling that of titanium-based carbon-fiber/epoxy laminates, demonstrating significantly enhanced energy absorption efficiency and impact protection performance. These advantages stem from the bio-inspired core design, which facilitates and guides progressive deformation, delaying failure initiation and enhancing energy absorption capability. The research provides an in-depth understanding of the impact response, damage mechanisms, and energy absorption efficiency of BMSC sandwich structures, highlighting their suitability for protective structure applications.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122321"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146184865","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 : 2026-04-15Epub Date: 2026-02-06DOI: 10.1016/j.engstruct.2026.122307
Haobo Liang , Yunfeng Zou , Chenzhi Cai , Xiangrong Guo , Xuhui He
Wind barriers (WBs) serve as a practical approach to enhance the operational safety of trains running on bridges exposed to strong crosswinds. However, the wind environment at bridge sites located in complex mountainous regions often exhibits pronounced high turbulence characteristics. This study investigates the actual protective performance of WBs in such highly turbulent environments, focusing on their aerodynamic shielding effects under varying turbulence intensities (Iu). Wind tunnel tests were conducted to examine the aerodynamic characteristics of the train-bridge (TB) system under different wind conditions, with Iu ranging from 4.88% to 13.47%. Based on the experimental data, coupled wind-train-bridge (WTB) dynamic response analyses were conducted to quantitatively assess how different Iu influence the operational safety of trains. The results demonstrate that the unsteady aerodynamic loads induced by high Iu adversely affect train operational safety. Installing WBs effectively mitigates these detrimental effects. However, their protective performance is significantly influenced by Iu, and the safety indices deteriorate under highly turbulent conditions. This study emphasizes the importance of accounting for the actual turbulence characteristics of the wind field in WB design. The findings offer theoretical guidance for the wind-resistance optimization of long-span railway bridges in mountainous regions.
{"title":"Effects of wind barriers on the running safety of trains on bridges under different turbulence intensities","authors":"Haobo Liang , Yunfeng Zou , Chenzhi Cai , Xiangrong Guo , Xuhui He","doi":"10.1016/j.engstruct.2026.122307","DOIUrl":"10.1016/j.engstruct.2026.122307","url":null,"abstract":"<div><div>Wind barriers (WBs) serve as a practical approach to enhance the operational safety of trains running on bridges exposed to strong crosswinds. However, the wind environment at bridge sites located in complex mountainous regions often exhibits pronounced high turbulence characteristics. This study investigates the actual protective performance of WBs in such highly turbulent environments, focusing on their aerodynamic shielding effects under varying turbulence intensities (<em>I</em><sub>u</sub>). Wind tunnel tests were conducted to examine the aerodynamic characteristics of the train-bridge (TB) system under different wind conditions, with <em>I</em><sub>u</sub> ranging from 4.88% to 13.47%. Based on the experimental data, coupled wind-train-bridge (WTB) dynamic response analyses were conducted to quantitatively assess how different <em>I</em><sub>u</sub> influence the operational safety of trains. The results demonstrate that the unsteady aerodynamic loads induced by high <em>I</em><sub>u</sub> adversely affect train operational safety. Installing WBs effectively mitigates these detrimental effects. However, their protective performance is significantly influenced by <em>I</em><sub>u</sub>, and the safety indices deteriorate under highly turbulent conditions. This study emphasizes the importance of accounting for the actual turbulence characteristics of the wind field in WB design. The findings offer theoretical guidance for the wind-resistance optimization of long-span railway bridges in mountainous regions.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122307"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146184868","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 integration of topology optimization (TO) and metal 3D printing offers transformative opportunities for the design and fabrication of steel joints in spatial structures. This study develops a parametric joint TO-based design workflow, incorporating subdivision surface technology, the Bi-directional Evolutionary Structural Optimization (BESO) algorithm and advanced re-engineering techniques. Four X-joints for connecting circular tubes were optimized and then fabricated using Selective Laser Melting (SLM) with 316 L austenitic stainless steel powder. To characterize the mechanical properties of the printed material, uniaxial tensile coupon tests were conducted in five loading orientations. The 3D printed steel optimized X-joints were tested under axial compression, with the deformations and the strains captured using 3D Digital Image Correlation. The structural response was assessed in terms of strain distribution, load-deformation behavior, joint strength and ductility, as well as failure mode. The results demonstrate that the 3D printed TO designed X-joints exhibit a more uniform distribution of stress, superior ductility and more efficient load transfer compared to conventional tubular joints. This excellent structural performance is due to the inherent high ductility of SLM-fabricated 316 L stainless steel, the smooth geometric transitions achieved by means of subdivision surface technology, and the optimized material layout from BESO-based TO. The findings validate the feasibility of 3D printing TO designed joints for next-generation structural systems, with potential benefits in structural performance, fabrication efficiency and design flexibility.
{"title":"Parametric optimization-based design and testing of 3D printed stainless steel circular X-joints","authors":"Wenkang Zuo , Man-Tai Chen , Ou Zhao , Leroy Gardner","doi":"10.1016/j.engstruct.2026.122148","DOIUrl":"10.1016/j.engstruct.2026.122148","url":null,"abstract":"<div><div>The integration of topology optimization (TO) and metal 3D printing offers transformative opportunities for the design and fabrication of steel joints in spatial structures. This study develops a parametric joint TO-based design workflow, incorporating subdivision surface technology, the Bi-directional Evolutionary Structural Optimization (BESO) algorithm and advanced re-engineering techniques. Four X-joints for connecting circular tubes were optimized and then fabricated using Selective Laser Melting (SLM) with 316 L austenitic stainless steel powder. To characterize the mechanical properties of the printed material, uniaxial tensile coupon tests were conducted in five loading orientations. The 3D printed steel optimized X-joints were tested under axial compression, with the deformations and the strains captured using 3D Digital Image Correlation. The structural response was assessed in terms of strain distribution, load-deformation behavior, joint strength and ductility, as well as failure mode. The results demonstrate that the 3D printed TO designed X-joints exhibit a more uniform distribution of stress, superior ductility and more efficient load transfer compared to conventional tubular joints. This excellent structural performance is due to the inherent high ductility of SLM-fabricated 316 L stainless steel, the smooth geometric transitions achieved by means of subdivision surface technology, and the optimized material layout from BESO-based TO. The findings validate the feasibility of 3D printing TO designed joints for next-generation structural systems, with potential benefits in structural performance, fabrication efficiency and design flexibility.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122148"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185001","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 : 2026-04-15Epub Date: 2026-02-10DOI: 10.1016/j.engstruct.2026.122334
Anling Zhang , Jiadi Liu , Zhihua Chen , Hongrui Wang , Peng Sun
As an essential form of temporary construction, assembled-type light steel (ATLS) modular houses play a vital role, particularly in emergency response and disaster relief operations. The seismic performance of their structural connections is fundamental to ensuring overall safety. This study systematically investigates the influence of the connecting plate thickness of the corner fitting, bolt grade, internal stiffeners within the corner fitting, bolt arrangement, and bolt preload on the seismic behavior of corner post-to-corner fitting connections through full-scale quasi-static tests. The experiments revealed three primary failure modes: local buckling of the corner post, bolt pull-out, and a composite failure involving both. The results indicate that increasing the thickness of the connecting plate on the corner fitting from 8 mm to 12 mm enhanced the positive and negative yield loads by 20.27 % and 26.59 %, respectively. The incorporation of internal stiffeners in the corner fitting increased the connection stiffness by approximately 18 %. In contrast, the bolt grade and preload magnitude had a relatively limited effect on the connection's bearing capacity. The mechanical behavior is analyzed using a validated finite element model. All tested connections are classified as semi-rigid according to EC3 (). A component-based spring model is developed to predict the initial rotational stiffness and shows good agreement with test results, with average discrepancies of 6.3 % under positive and 7.1 % under negative loading, and a maximum error below 12 %. Based on this, a method for calculating the ultimate moment capacity is proposed, providing a theoretical basis and practical reference for the seismic design of ATLS modular houses.
{"title":"Seismic performance of corner post-corner fitting connections in assembled-type light steel modular house","authors":"Anling Zhang , Jiadi Liu , Zhihua Chen , Hongrui Wang , Peng Sun","doi":"10.1016/j.engstruct.2026.122334","DOIUrl":"10.1016/j.engstruct.2026.122334","url":null,"abstract":"<div><div>As an essential form of temporary construction, assembled-type light steel (ATLS) modular houses play a vital role, particularly in emergency response and disaster relief operations. The seismic performance of their structural connections is fundamental to ensuring overall safety. This study systematically investigates the influence of the connecting plate thickness of the corner fitting, bolt grade, internal stiffeners within the corner fitting, bolt arrangement, and bolt preload on the seismic behavior of corner post-to-corner fitting connections through full-scale quasi-static tests. The experiments revealed three primary failure modes: local buckling of the corner post, bolt pull-out, and a composite failure involving both. The results indicate that increasing the thickness of the connecting plate on the corner fitting from 8 mm to 12 mm enhanced the positive and negative yield loads by 20.27 % and 26.59 %, respectively. The incorporation of internal stiffeners in the corner fitting increased the connection stiffness by approximately 18 %. In contrast, the bolt grade and preload magnitude had a relatively limited effect on the connection's bearing capacity. The mechanical behavior is analyzed using a validated finite element model. All tested connections are classified as semi-rigid according to EC3 (<span><math><mrow><mn>0.5</mn><msub><mrow><mi>k</mi></mrow><mrow><mi>b</mi></mrow></msub><mi>E</mi><msub><mrow><mi>I</mi></mrow><mrow><mi>b</mi></mrow></msub><mo>/</mo><msub><mrow><mi>L</mi></mrow><mrow><mi>b</mi></mrow></msub><msub><mrow><mo>≤</mo><mi>S</mi></mrow><mrow><mi>j</mi><mo>,</mo><mi>ini</mi></mrow></msub><mo>≤</mo><msub><mrow><mi>k</mi></mrow><mrow><mi>b</mi></mrow></msub><mi>E</mi><msub><mrow><mi>I</mi></mrow><mrow><mi>b</mi></mrow></msub><mo>/</mo><msub><mrow><mi>L</mi></mrow><mrow><mi>b</mi></mrow></msub></mrow></math></span>). A component-based spring model is developed to predict the initial rotational stiffness and shows good agreement with test results, with average discrepancies of 6.3 % under positive and 7.1 % under negative loading, and a maximum error below 12 %. Based on this, a method for calculating the ultimate moment capacity is proposed, providing a theoretical basis and practical reference for the seismic design of ATLS modular houses.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122334"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146185246","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 : 2026-04-15Epub Date: 2026-01-21DOI: 10.1016/j.engstruct.2026.122204
Xiaokun Yan , Yaohui Yu , Yang Liu
By using distributed optical fiber-based tunnel deformation monitoring technology, high-density strain data can be obtained from numerous measurement points. However, characterizing the loadstrain response relationship of a tunnel on the basis of the features of such monitoring data remains challenging because of the strong noise, nonstationarity, and complex spatiotemporal coupling in the strain response. To address this issue, a feature extraction method for the distributed optical fiber strain monitoring data of tunnel structures based on an LDSA-TCN is proposed. First, relying on the high-density strain monitoring data of a tunnel, the local dynamic spatial autocorrelation (LDSA) method is employed to identify abnormal points along the distributed sensing fiber. A temporal convolutional network (TCN) is subsequently introduced, taking the time series strain data of the abnormal points as its inputs. Through multilayer dilated causal convolutions that are used to predict the response at the next time step, the method achieves time series modeling and feature extraction for the strain data. An analysis of field-measured data reveals that the proposed method outperforms the traditional three-standard-deviation method in terms of spatial anomaly detection. With respect to time series modeling, the proposed method demonstrates better feature stability and higher sensitivity to external load variations than LSTM and attention-based networks do. Furthermore, the extracted features can be applied to accurately assess the structural conditions of tunnels.
{"title":"A feature extraction method for distributed optical fiber strain monitoring data of tunnel structures based on an LDSA-TCN","authors":"Xiaokun Yan , Yaohui Yu , Yang Liu","doi":"10.1016/j.engstruct.2026.122204","DOIUrl":"10.1016/j.engstruct.2026.122204","url":null,"abstract":"<div><div>By using distributed optical fiber-based tunnel deformation monitoring technology, high-density strain data can be obtained from numerous measurement points. However, characterizing the load<img>strain response relationship of a tunnel on the basis of the features of such monitoring data remains challenging because of the strong noise, nonstationarity, and complex spatiotemporal coupling in the strain response. To address this issue, a feature extraction method for the distributed optical fiber strain monitoring data of tunnel structures based on an LDSA-TCN is proposed. First, relying on the high-density strain monitoring data of a tunnel, the local dynamic spatial autocorrelation (LDSA) method is employed to identify abnormal points along the distributed sensing fiber. A temporal convolutional network (TCN) is subsequently introduced, taking the time series strain data of the abnormal points as its inputs. Through multilayer dilated causal convolutions that are used to predict the response at the next time step, the method achieves time series modeling and feature extraction for the strain data. An analysis of field-measured data reveals that the proposed method outperforms the traditional three-standard-deviation method in terms of spatial anomaly detection. With respect to time series modeling, the proposed method demonstrates better feature stability and higher sensitivity to external load variations than LSTM and attention-based networks do. Furthermore, the extracted features can be applied to accurately assess the structural conditions of tunnels.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122204"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146036862","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 : 2026-04-15Epub Date: 2026-01-22DOI: 10.1016/j.engstruct.2026.122193
Suiwen Wu , Shipeng Feng , Junfei Huang , Xudong Shao , Junhui Cao , Guang He
<div><div>Given the superior mechanical properties of ultra-high-performance fiber-reinforced concrete (UHPFRC), a novel 1000 m-scale steel-UHPFRC composite truss arch bridge scheme has recently been proposed to address key challenges associated with traditional long-span arch bridges including excessive self-weight and construction complexity and to further extend the feasible span limit of this bridge type beyond 600 m. While previous studies on this new bridge scheme have primarily focused on the conceptual design of the arch ribs under static loads, its seismic resistance system and overall seismic performance—particularly under spatially varying ground motions—remain insufficiently explored, especially given its unprecedented span. In this study, a preliminary design of the seismic resistance system including the spandrel columns and the seismic isolation system is first performed to improve the distribution of seismic forces throughout the structure. A detailed nonlinear finite element model is then established and subject to multiple sets of spatially varying ground motions simulated with power spectral density and coherence loss function models to numerically evaluate its seismic behavior under strong earthquake shaking. The seismic performance of arch rib sections and spandrel columns is quantified using column and moment–curvature interaction diagrams to identify critical sections that are seismically vulnerable. The results show that the designed seismic isolators can effectively reduce internal force demands on the columns and improve the uniformity of the force distribution. Compared to uniform excitations, non-uniform excitations can significantly amplify internal force demands in the arch ribs, with average amplification ratios of 11 %, 12 %, and 6 % for axial force, in-plane, and out-of-plane bending moments, respectively. For the spandrel columns, the average amplification in in-plane and out-of-plane bending moments is 6 % and 13 %, respectively. Additionally, non-uniform excitations also increase displacement demands and result in large residual displacements in the arch ribs. Furthermore, under non-uniform excitations, the rotational capacity of the spring sections is insufficient to meet seismic demands, leading to compressive crushing of the UHPFRC. Only a small number of sections near the spring exhibit tensile failure, indicating that these locations are the most vulnerable along the arch. These findings suggest that future optimization efforts should focus on enhancing the rib cross-section at the spring or increasing the stirrup ratio to improve the compressive strength of the core concrete. In contrast, damage observed in the columns is limited to tensile cracking of the UHPFRC at the column ends, with no yielding detected in the longitudinal reinforcement. This study demonstrates the seismic viability of the proposed 1000m-scale steel–UHPFRC composite truss arch bridge and its potential failure mechanism under strong n
{"title":"Seismic performance of a 1000 m-scale steel-UHPFRC composite truss arch bridge under non-uniform excitations","authors":"Suiwen Wu , Shipeng Feng , Junfei Huang , Xudong Shao , Junhui Cao , Guang He","doi":"10.1016/j.engstruct.2026.122193","DOIUrl":"10.1016/j.engstruct.2026.122193","url":null,"abstract":"<div><div>Given the superior mechanical properties of ultra-high-performance fiber-reinforced concrete (UHPFRC), a novel 1000 m-scale steel-UHPFRC composite truss arch bridge scheme has recently been proposed to address key challenges associated with traditional long-span arch bridges including excessive self-weight and construction complexity and to further extend the feasible span limit of this bridge type beyond 600 m. While previous studies on this new bridge scheme have primarily focused on the conceptual design of the arch ribs under static loads, its seismic resistance system and overall seismic performance—particularly under spatially varying ground motions—remain insufficiently explored, especially given its unprecedented span. In this study, a preliminary design of the seismic resistance system including the spandrel columns and the seismic isolation system is first performed to improve the distribution of seismic forces throughout the structure. A detailed nonlinear finite element model is then established and subject to multiple sets of spatially varying ground motions simulated with power spectral density and coherence loss function models to numerically evaluate its seismic behavior under strong earthquake shaking. The seismic performance of arch rib sections and spandrel columns is quantified using column and moment–curvature interaction diagrams to identify critical sections that are seismically vulnerable. The results show that the designed seismic isolators can effectively reduce internal force demands on the columns and improve the uniformity of the force distribution. Compared to uniform excitations, non-uniform excitations can significantly amplify internal force demands in the arch ribs, with average amplification ratios of 11 %, 12 %, and 6 % for axial force, in-plane, and out-of-plane bending moments, respectively. For the spandrel columns, the average amplification in in-plane and out-of-plane bending moments is 6 % and 13 %, respectively. Additionally, non-uniform excitations also increase displacement demands and result in large residual displacements in the arch ribs. Furthermore, under non-uniform excitations, the rotational capacity of the spring sections is insufficient to meet seismic demands, leading to compressive crushing of the UHPFRC. Only a small number of sections near the spring exhibit tensile failure, indicating that these locations are the most vulnerable along the arch. These findings suggest that future optimization efforts should focus on enhancing the rib cross-section at the spring or increasing the stirrup ratio to improve the compressive strength of the core concrete. In contrast, damage observed in the columns is limited to tensile cracking of the UHPFRC at the column ends, with no yielding detected in the longitudinal reinforcement. This study demonstrates the seismic viability of the proposed 1000m-scale steel–UHPFRC composite truss arch bridge and its potential failure mechanism under strong n","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122193"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146036860","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 : 2026-04-15Epub Date: 2026-01-23DOI: 10.1016/j.engstruct.2026.122219
Chengyu Bai , Jianyang Xue , Zheng Luo , Rui Liu , Sha Ding
A novel nitrogen gas spring (NGS) friction self-centering damper (NGS-FSCD) is proposed to overcome the drawbacks of conventional self-centering dampers, including high post-yield stiffness and complicated assembly. The damper employs an NGS with low post-yield stiffness, no additional pre-compression, and excellent fatigue performance as the self-centering module, arranged in parallel with a friction damper. Quasi-static, low-cycle fatigue, and dynamic cyclic loading tests were conducted to investigate the influence of parameters such as NGS stroke, initial force, and friction bolt preload on the hysteretic performance of the damper. The experimental findings reveal that, under equivalent energy dissipation and restoring force, the post-yield stiffness of the NGS-FSCD is only 10–20 % of that of self-centering dampers using disc springs (DS) or shape memory alloys (SMA). The post-yield stiffness of the NGS-FSCD increases with the initial force of the NGS and decreases with it stroke. A multi-story braced frame structure was developed using OpenSees software. A comparative analysis was conducted among the buckling-restrained brace (BRB), the NGS friction self-centering brace (NGS-FSCB) with a post-yield stiffness equivalent to that of the BRB, and the DS and SMA friction self-centering braces, both exhibiting higher post-yield stiffness. The NGS-FSCB frame achieves reductions in base shear by 16.6 % and 27.2 %, and in peak roof acceleration by 16.4 % and 31.7 %, compared to the DS and SMA friction self-centering brace frames, respectively, under the design basis earthquake level. This confirms its effectiveness in minimizing residual deformation and enhancing overall seismic performance.
{"title":"A novel friction self-centering damper using nitrogen gas springs: Development, experiments, and seismic response control","authors":"Chengyu Bai , Jianyang Xue , Zheng Luo , Rui Liu , Sha Ding","doi":"10.1016/j.engstruct.2026.122219","DOIUrl":"10.1016/j.engstruct.2026.122219","url":null,"abstract":"<div><div>A novel nitrogen gas spring (NGS) friction self-centering damper (NGS-FSCD) is proposed to overcome the drawbacks of conventional self-centering dampers, including high post-yield stiffness and complicated assembly. The damper employs an NGS with low post-yield stiffness, no additional pre-compression, and excellent fatigue performance as the self-centering module, arranged in parallel with a friction damper. Quasi-static, low-cycle fatigue, and dynamic cyclic loading tests were conducted to investigate the influence of parameters such as NGS stroke, initial force, and friction bolt preload on the hysteretic performance of the damper. The experimental findings reveal that, under equivalent energy dissipation and restoring force, the post-yield stiffness of the NGS-FSCD is only 10–20 % of that of self-centering dampers using disc springs (DS) or shape memory alloys (SMA). The post-yield stiffness of the NGS-FSCD increases with the initial force of the NGS and decreases with it stroke. A multi-story braced frame structure was developed using OpenSees software. A comparative analysis was conducted among the buckling-restrained brace (BRB), the NGS friction self-centering brace (NGS-FSCB) with a post-yield stiffness equivalent to that of the BRB, and the DS and SMA friction self-centering braces, both exhibiting higher post-yield stiffness. The NGS-FSCB frame achieves reductions in base shear by 16.6 % and 27.2 %, and in peak roof acceleration by 16.4 % and 31.7 %, compared to the DS and SMA friction self-centering brace frames, respectively, under the design basis earthquake level. This confirms its effectiveness in minimizing residual deformation and enhancing overall seismic performance.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122219"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146036944","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 : 2026-04-15Epub Date: 2026-01-29DOI: 10.1016/j.engstruct.2026.122247
Oguz Uzdil , Sinan Melih Nigdeli , Turgay Cosgun , Gebrail Bekdaş
This study examines the effectiveness of tuned mass dampers (TMDs) as a non-intrusive seismic mitigation strategy for a historical masonry structure within a performance-based assessment framework. The novelty of the study lies in the systematic, code-consistent evaluation of both classical Den Hartog–tuned and optimally parameterized TMDs for masonry structures under multiple seismic hazard levels (DD-1, DD-2, and DD-3), with explicit consideration of mass-ratio sensitivity. Linear time-history and nonlinear analyses are performed for TMD mass ratios of 3 %, 5 %, 10 %, and 20 %. The results indicate consistent reductions in relative floor displacement rates and collapse indicators across all earthquake levels. At the DD-3 earthquake level, collapse rate reductions of up to 50 % are observed for mass ratios between 3 % and 10 %, increasing to approximately 60–68 % for a 20 % mass ratio. Time-history analyses show that the most efficient displacement reduction occurs at a 5 % mass ratio, with decreases of 0.33 % in the x-direction and 1.20 % in the y-direction, while higher mass ratios provide diminishing additional benefits. Nonlinear analyses further confirm reductions in relative floor displacement rates of 0.20–0.34 %, particularly on the second normal floor. The findings demonstrate that performance-based optimization enables an effective and balanced application of passive vibration control for historical masonry structures.
{"title":"Seismic vulnerability assessment and performance improvement of the historical Mehmet Arif Pasha Mansion using optimized tuned mass dampers","authors":"Oguz Uzdil , Sinan Melih Nigdeli , Turgay Cosgun , Gebrail Bekdaş","doi":"10.1016/j.engstruct.2026.122247","DOIUrl":"10.1016/j.engstruct.2026.122247","url":null,"abstract":"<div><div>This study examines the effectiveness of tuned mass dampers (TMDs) as a non-intrusive seismic mitigation strategy for a historical masonry structure within a performance-based assessment framework. The novelty of the study lies in the systematic, code-consistent evaluation of both classical Den Hartog–tuned and optimally parameterized TMDs for masonry structures under multiple seismic hazard levels (DD-1, DD-2, and DD-3), with explicit consideration of mass-ratio sensitivity. Linear time-history and nonlinear analyses are performed for TMD mass ratios of 3 %, 5 %, 10 %, and 20 %. The results indicate consistent reductions in relative floor displacement rates and collapse indicators across all earthquake levels. At the DD-3 earthquake level, collapse rate reductions of up to 50 % are observed for mass ratios between 3 % and 10 %, increasing to approximately 60–68 % for a 20 % mass ratio. Time-history analyses show that the most efficient displacement reduction occurs at a 5 % mass ratio, with decreases of 0.33 % in the x-direction and 1.20 % in the y-direction, while higher mass ratios provide diminishing additional benefits. Nonlinear analyses further confirm reductions in relative floor displacement rates of 0.20–0.34 %, particularly on the second normal floor. The findings demonstrate that performance-based optimization enables an effective and balanced application of passive vibration control for historical masonry structures.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122247"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146075462","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 : 2026-04-15Epub Date: 2026-02-12DOI: 10.1016/j.engstruct.2026.122339
Yirui Sun, Yujie Chen, Zonghan Xie
Advances in modelling and simulation are driving innovation in mechanical joint design. However, the lack of standardized evaluation criteria hinders meaningful comparison across geometries, rendering the rational design and improvement difficult. To address this, we studied three representative joint shapes—trapezoid, circle, and ellipse. Finite element analysis (FEA) was employed to evaluate their tensile performance within the elastic regime. The elliptical joint showed the highest stiffness, while the circular joint exhibited the greatest load capability and resilience. Joint performance was also influenced by friction coefficient, yield strength, and blade number. Applying edge constraints notably enhanced performance, especially for single-blade joints, with up to 7.6 × increase in load capability and 5.4 × in resilience for circular joints, and 11.2 × in stiffness for trapezoidal joints. An Ashby-type plot was developed to support the comparative selection of joint designs. These results provide a foundation for establishing standardized evaluation criteria for tensile joint performance.
{"title":"Computational analysis of interlocking joints with different geometries under tensile loads","authors":"Yirui Sun, Yujie Chen, Zonghan Xie","doi":"10.1016/j.engstruct.2026.122339","DOIUrl":"10.1016/j.engstruct.2026.122339","url":null,"abstract":"<div><div>Advances in modelling and simulation are driving innovation in mechanical joint design. However, the lack of standardized evaluation criteria hinders meaningful comparison across geometries, rendering the rational design and improvement difficult. To address this, we studied three representative joint shapes—trapezoid, circle, and ellipse. Finite element analysis (FEA) was employed to evaluate their tensile performance within the elastic regime. The elliptical joint showed the highest stiffness, while the circular joint exhibited the greatest load capability and resilience. Joint performance was also influenced by friction coefficient, yield strength, and blade number. Applying edge constraints notably enhanced performance, especially for single-blade joints, with up to 7.6 × increase in load capability and 5.4 × in resilience for circular joints, and 11.2 × in stiffness for trapezoidal joints. An Ashby-type plot was developed to support the comparative selection of joint designs. These results provide a foundation for establishing standardized evaluation criteria for tensile joint performance.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122339"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146154152","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 : 2026-04-15Epub Date: 2026-02-12DOI: 10.1016/j.engstruct.2026.122337
Congjie Shang , Yulong Bao , Huazi Li , Yongle Li
With the continuous evolution of bridge deck configurations, certain sections exhibit highly nonlinear damping ratios under still air conditions and demonstrate novel nonlinear flutter behaviors in uniform flow. Identifying these nonlinear parameters using conventional Hilbert transform and polynomial fitting methods has proven exceptionally challenging. This work investigates the separated double composite girder section as a representative case, where nonlinear frequencies and damping ratios of the sectional model are systematically identified. An improved method for identification and fitting of nonlinear damping ratios including energy-based method and piecewise reduced-order fitting method are subsequently developed and thoroughly validated. Two critical technical challenges are successfully resolved: constrained piecewise fitting and optimal breakpoint determination through a weighted coefficient of determination. Finally, the nonlinear flutter characteristics of the model are analyzed from the perspectives of steady-state amplitude, limit-cycle oscillation behavior, and model damping ratio through wind tunnel test. Results demonstrate that the proposed methodology achieves superior identification accuracy compared to conventional techniques, with reproduced vibration response curves showing remarkable consistency with test results. The girder model exhibits distinct nonlinear flutter dominated by torsional vibration, where the steady-state torsional amplitude manifests a stagnation platform within a specific wind speed region. This nonlinear flutter mechanism fundamentally originates from the highly nonlinear behavior of the model damping ratio in the vicinity of the stagnation platform.
{"title":"Experimental investigation on nonlinear flutter characteristics of a separated double composite girder","authors":"Congjie Shang , Yulong Bao , Huazi Li , Yongle Li","doi":"10.1016/j.engstruct.2026.122337","DOIUrl":"10.1016/j.engstruct.2026.122337","url":null,"abstract":"<div><div>With the continuous evolution of bridge deck configurations, certain sections exhibit highly nonlinear damping ratios under still air conditions and demonstrate novel nonlinear flutter behaviors in uniform flow. Identifying these nonlinear parameters using conventional Hilbert transform and polynomial fitting methods has proven exceptionally challenging. This work investigates the separated double composite girder section as a representative case, where nonlinear frequencies and damping ratios of the sectional model are systematically identified. An improved method for identification and fitting of nonlinear damping ratios including energy-based method and piecewise reduced-order fitting method are subsequently developed and thoroughly validated. Two critical technical challenges are successfully resolved: constrained piecewise fitting and optimal breakpoint determination through a weighted coefficient of determination. Finally, the nonlinear flutter characteristics of the model are analyzed from the perspectives of steady-state amplitude, limit-cycle oscillation behavior, and model damping ratio through wind tunnel test. Results demonstrate that the proposed methodology achieves superior identification accuracy compared to conventional techniques, with reproduced vibration response curves showing remarkable consistency with test results. The girder model exhibits distinct nonlinear flutter dominated by torsional vibration, where the steady-state torsional amplitude manifests a stagnation platform within a specific wind speed region. This nonlinear flutter mechanism fundamentally originates from the highly nonlinear behavior of the model damping ratio in the vicinity of the stagnation platform.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"353 ","pages":"Article 122337"},"PeriodicalIF":6.4,"publicationDate":"2026-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146170803","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}
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