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Robust structural damage detection with deep multiple instance learning for sensor fault tolerance
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.119957
Bradley Ezard , Ling Li , Hong Hao , Ruhua Wang , Senjian An
Many structural health monitoring systems rely on signals collected from sensors to localise and quantify damage on a structure. In the last decade, many machine learning models have been proposed to detect structural damage. These models in general are trained by data generated from finite element analyses and are used for structural damage detection based on the data measured at the same degrees of freedom of the structure as those used to train the model. Sensor failure – where one or more sensors does not produce a usable signal – is a common and significant problem, especially under extreme conditions such as severe impact or natural disasters like cyclones and earthquakes, leading to the trained model not applicable for damage detection because of unavailability of data at some degrees of freedom. Despite this, few methods have been developed to address such a challenge. This paper proposes a deep learning approach which views structural damage identification as a case of multiple instance learning to address sensor failure. The new method is trained and evaluated on numerical simulations, followed by validation on an experimental case. The results of the studies show strong performance in accurately predicting structural damage with data from less number of sensors compared to those used in initial training of the model, even when more than half of the original sensors fail.
{"title":"Robust structural damage detection with deep multiple instance learning for sensor fault tolerance","authors":"Bradley Ezard ,&nbsp;Ling Li ,&nbsp;Hong Hao ,&nbsp;Ruhua Wang ,&nbsp;Senjian An","doi":"10.1016/j.engstruct.2025.119957","DOIUrl":"10.1016/j.engstruct.2025.119957","url":null,"abstract":"<div><div>Many structural health monitoring systems rely on signals collected from sensors to localise and quantify damage on a structure. In the last decade, many machine learning models have been proposed to detect structural damage. These models in general are trained by data generated from finite element analyses and are used for structural damage detection based on the data measured at the same degrees of freedom of the structure as those used to train the model. Sensor failure – where one or more sensors does not produce a usable signal – is a common and significant problem, especially under extreme conditions such as severe impact or natural disasters like cyclones and earthquakes, leading to the trained model not applicable for damage detection because of unavailability of data at some degrees of freedom. Despite this, few methods have been developed to address such a challenge. This paper proposes a deep learning approach which views structural damage identification as a case of multiple instance learning to address sensor failure. The new method is trained and evaluated on numerical simulations, followed by validation on an experimental case. The results of the studies show strong performance in accurately predicting structural damage with data from less number of sensors compared to those used in initial training of the model, even when more than half of the original sensors fail.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119957"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550425","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":1,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
引用次数: 0
A novel large linear stroke high-static-low-dynamic stiffness vibration isolator with high magnetic negative stiffness and compactness
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.120014
Wuhui Pan , Hongyu Xie , Pengfei Ai , Rui Liu , Bo Gao , Shilin Xie , Yajun Luo , Yahong Zhang
Traditional high-static-low-dynamic stiffness (HSLDs) vibration isolator can effectively mitigate low frequency micro-amplitude vibration, but its isolation performance always deteriorates under large amplitude vibration due to the nonlinearity of negative stiffness spring. To address the issue, based on the convex-concave counteraction principle, a novel large linear stroke magnetic negative stiffness spring (LLS-MNSS) is proposed to construct a large linear stroke high-static-low-dynamic stiffness (LLS-HSLDs) vibration isolator. The LLS-MNSS is composed of four magnetic rings, which can be divided into a group exhibiting concave negative stiffness and another group exhibiting convex negative stiffness. The analytical magnetic stiffness model of the LLS-MNSS is firstly established. Based on parameters analyses and Taylor expansion expression of the theoretical magnetic stiffness model, an optimization model is built to minimize the variation degree of resultant magnetic negative stiffness. By solving the presented optimization problem, the parameters of LLS-MNSS are elaborately determined, effectively counteracting the variation of concave negative stiffness by that of the convex negative stiffness over a wide displacement range, and results in an approximately constant resultant magnetic negative stiffness within a stroke of (-6.7 mm, 6.7 mm). Besides, the designed LLS-MNSS possesses higher negative stiffness and more superior compactness when considering an identical linear stroke, as evidenced by the results of the comparative analysis between the LLS-MNSS and four existing magnetic negative stiffness springs with wide linear stroke. Finally, the theoretical and experimental results demonstrate that the low frequency vibration isolation performance of the LLS-HSLDs isolator exhibits remarkable stability even under large amplitude vibration.
{"title":"A novel large linear stroke high-static-low-dynamic stiffness vibration isolator with high magnetic negative stiffness and compactness","authors":"Wuhui Pan ,&nbsp;Hongyu Xie ,&nbsp;Pengfei Ai ,&nbsp;Rui Liu ,&nbsp;Bo Gao ,&nbsp;Shilin Xie ,&nbsp;Yajun Luo ,&nbsp;Yahong Zhang","doi":"10.1016/j.engstruct.2025.120014","DOIUrl":"10.1016/j.engstruct.2025.120014","url":null,"abstract":"<div><div>Traditional high-static-low-dynamic stiffness (HSLDs) vibration isolator can effectively mitigate low frequency micro-amplitude vibration, but its isolation performance always deteriorates under large amplitude vibration due to the nonlinearity of negative stiffness spring. To address the issue, based on the convex-concave counteraction principle, a novel large linear stroke magnetic negative stiffness spring (LLS-MNSS) is proposed to construct a large linear stroke high-static-low-dynamic stiffness (LLS-HSLDs) vibration isolator. The LLS-MNSS is composed of four magnetic rings, which can be divided into a group exhibiting concave negative stiffness and another group exhibiting convex negative stiffness. The analytical magnetic stiffness model of the LLS-MNSS is firstly established. Based on parameters analyses and Taylor expansion expression of the theoretical magnetic stiffness model, an optimization model is built to minimize the variation degree of resultant magnetic negative stiffness. By solving the presented optimization problem, the parameters of LLS-MNSS are elaborately determined, effectively counteracting the variation of concave negative stiffness by that of the convex negative stiffness over a wide displacement range, and results in an approximately constant resultant magnetic negative stiffness within a stroke of (-6.7 mm, 6.7 mm). Besides, the designed LLS-MNSS possesses higher negative stiffness and more superior compactness when considering an identical linear stroke, as evidenced by the results of the comparative analysis between the LLS-MNSS and four existing magnetic negative stiffness springs with wide linear stroke. Finally, the theoretical and experimental results demonstrate that the low frequency vibration isolation performance of the LLS-HSLDs isolator exhibits remarkable stability even under large amplitude vibration.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 120014"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550704","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}
引用次数: 0
Crushing behavior of multilayer lattice-web reinforced ceramsite-filled composite cylinders under impact loading
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.119974
Jiye Chen , Zhixiong Zhang , Hai Fang , Yong Zhuang , Wangwang He , Yufeng Zhao
A vacuum infusion molding process (VIMP) was employed to create several innovative multilayer lattice-web reinforced composite cylinders (CCs) made from glass fiber-reinforced polymer (GFRP) skins and lattice webs, polyurethane (PU) foam cores, and ceramsite filler. To evaluate the feasibility of these cylinders, a series of low-velocity impact (LI) tests were performed. The utilization of multilayer lattice-web configuration along with ceramsite filler greatly improved the impact resistance and energy absorption (EA) capabilities of the CCs. Among the three lattice-web configurations, the double-layer dislocated lattice-web configuration demonstrated the highest specific energy absorption (SEA) and excellent impact resistance performance. Additionally, the ceramsite-filled CCs were well-suited for protecting large bridge piers. Furthermore, numerical models were created to simulate the significant deformations of the CCs featuring the double-layer dislocated lattice-web configuration. Utilizing the verified numerical models, parametric analysis was conducted to examine how different parameters influence the crushing behavior of the CCs. Increasing the GFRP thickness (t) or the radial lattice-web height (h) can improve both load-bearing capacity and impact resistance performance. Furthermore, employing stronger foam cores or higher radial lattice webs can enhance the absorbed energy within the foam material; nevertheless, the GFRP material remained a crucial contributor to the EA capacity. The inclusion of ceramsite filler contributed positively to the full utilization of all component materials.
{"title":"Crushing behavior of multilayer lattice-web reinforced ceramsite-filled composite cylinders under impact loading","authors":"Jiye Chen ,&nbsp;Zhixiong Zhang ,&nbsp;Hai Fang ,&nbsp;Yong Zhuang ,&nbsp;Wangwang He ,&nbsp;Yufeng Zhao","doi":"10.1016/j.engstruct.2025.119974","DOIUrl":"10.1016/j.engstruct.2025.119974","url":null,"abstract":"<div><div>A vacuum infusion molding process (VIMP) was employed to create several innovative multilayer lattice-web reinforced composite cylinders (CCs) made from glass fiber-reinforced polymer (GFRP) skins and lattice webs, polyurethane (PU) foam cores, and ceramsite filler. To evaluate the feasibility of these cylinders, a series of low-velocity impact (LI) tests were performed. The utilization of multilayer lattice-web configuration along with ceramsite filler greatly improved the impact resistance and energy absorption (<em>EA</em>) capabilities of the CCs. Among the three lattice-web configurations, the double-layer dislocated lattice-web configuration demonstrated the highest specific energy absorption (<em>SEA</em>) and excellent impact resistance performance. Additionally, the ceramsite-filled CCs were well-suited for protecting large bridge piers. Furthermore, numerical models were created to simulate the significant deformations of the CCs featuring the double-layer dislocated lattice-web configuration. Utilizing the verified numerical models, parametric analysis was conducted to examine how different parameters influence the crushing behavior of the CCs. Increasing the GFRP thickness (<em>t</em>) or the radial lattice-web height (<em>h</em>) can improve both load-bearing capacity and impact resistance performance. Furthermore, employing stronger foam cores or higher radial lattice webs can enhance the absorbed energy within the foam material; nevertheless, the GFRP material remained a crucial contributor to the <em>EA</em> capacity. The inclusion of ceramsite filler contributed positively to the full utilization of all component materials.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119974"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550422","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}
引用次数: 0
Behavior of truss connectors in composite walls subjected to cyclic loading
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.120015
Ying Qin , Weifeng Hao , Rui Yin , Wei Ren , Ke Jiang
Connectors are used in composite walls to transfer shear load and enhance composite action between steel plates and concrete core. The behavior of connectors was mostly obtained from push-out tests. However, connectors may suffer from failure caused by earthquake, and shear capacity is significantly reduced due to the accumulated damage subjected to cyclic loading. In this research, results of tests on seventeen truss connectors under cyclic loading, finite element modelling, and theoretical analysis on shear capacity were presented. The effects of eight variables, including weld leg size, weld length, grade and thickness of angle steel, diameter of rebar, concrete thickness, truss orientation, and number of truss connector, on the shear behavior were evaluated. Finite element modelling was undertaken and the accuracy of the established models was validated against the test results in terms of failure modes, hysteresis loops, and shear capacity. Based on force transfer mechanism and parametric study, the formula to predict shear capacity was proposed and the shear-slip model was developed. The proposed model agreed well with test data and finite element results.
{"title":"Behavior of truss connectors in composite walls subjected to cyclic loading","authors":"Ying Qin ,&nbsp;Weifeng Hao ,&nbsp;Rui Yin ,&nbsp;Wei Ren ,&nbsp;Ke Jiang","doi":"10.1016/j.engstruct.2025.120015","DOIUrl":"10.1016/j.engstruct.2025.120015","url":null,"abstract":"<div><div>Connectors are used in composite walls to transfer shear load and enhance composite action between steel plates and concrete core. The behavior of connectors was mostly obtained from push-out tests. However, connectors may suffer from failure caused by earthquake, and shear capacity is significantly reduced due to the accumulated damage subjected to cyclic loading. In this research, results of tests on seventeen truss connectors under cyclic loading, finite element modelling, and theoretical analysis on shear capacity were presented. The effects of eight variables, including weld leg size, weld length, grade and thickness of angle steel, diameter of rebar, concrete thickness, truss orientation, and number of truss connector, on the shear behavior were evaluated. Finite element modelling was undertaken and the accuracy of the established models was validated against the test results in terms of failure modes, hysteresis loops, and shear capacity. Based on force transfer mechanism and parametric study, the formula to predict shear capacity was proposed and the shear-slip model was developed. The proposed model agreed well with test data and finite element results.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 120015"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550428","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}
引用次数: 0
Experimental and numerical research on overall stability of stainless steel-timber composite beams
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.119982
Lin Chen, Lu Yang, Kelong Xu
The overall stability performance of stainless steel-timber composite (SSTC) beams connected by bolts was investigated through both experiment and numerical simulation methods. Two distinct SSTC cross-sectional forms of the SSTC were designed: flange SSTC and web SSTC. Stability experiments were conducted on four SSTC beams. The results indicated that the failure mode of the flange SSTC beam was characterized by flexural and torsional buckling, whereas the web SSTC beam exhibited compressive local buckling. Additionally, the load-displacement curves, mid-span section strain distributions, and the ductility of the SSTC beams were extracted and analyzed. A refined finite element (FE) model was developed to further analyze the SSTC beams, accounting for incorporating the material nonlinearity of both stainless steel and timber, as well as the nonlinear contact interactions among the timber, stainless steel beams, and bolts. The accuracy of this FE model was validated against experimental data. Subsequently, the verified model facilitated a parameter analysis, identifying key factors affecting the SSTC beams, including timber board thickness, width, and bolt diameter. A comprehensive series of FE simulations was conducted, and the resulting data were utilized to calibrate the parameters within the Perry form formula, which is widely employed in the stability design of stainless steel flexural members. This systematic refinement culminated in a specialized formula, precisely calibrated for the overall stability design of SSTC beams.
{"title":"Experimental and numerical research on overall stability of stainless steel-timber composite beams","authors":"Lin Chen,&nbsp;Lu Yang,&nbsp;Kelong Xu","doi":"10.1016/j.engstruct.2025.119982","DOIUrl":"10.1016/j.engstruct.2025.119982","url":null,"abstract":"<div><div>The overall stability performance of stainless steel-timber composite (SSTC) beams connected by bolts was investigated through both experiment and numerical simulation methods. Two distinct SSTC cross-sectional forms of the SSTC were designed: flange SSTC and web SSTC. Stability experiments were conducted on four SSTC beams. The results indicated that the failure mode of the flange SSTC beam was characterized by flexural and torsional buckling, whereas the web SSTC beam exhibited compressive local buckling. Additionally, the load-displacement curves, mid-span section strain distributions, and the ductility of the SSTC beams were extracted and analyzed. A refined finite element (FE) model was developed to further analyze the SSTC beams, accounting for incorporating the material nonlinearity of both stainless steel and timber, as well as the nonlinear contact interactions among the timber, stainless steel beams, and bolts. The accuracy of this FE model was validated against experimental data. Subsequently, the verified model facilitated a parameter analysis, identifying key factors affecting the SSTC beams, including timber board thickness, width, and bolt diameter. A comprehensive series of FE simulations was conducted, and the resulting data were utilized to calibrate the parameters within the Perry form formula, which is widely employed in the stability design of stainless steel flexural members. This systematic refinement culminated in a specialized formula, precisely calibrated for the overall stability design of SSTC beams.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119982"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550424","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}
引用次数: 0
A numerical model for settlement analysis of circular plates on multilayered soil
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.120005
Enrique Justo, Isabel González-de-León, Manuel Vázquez-Boza
This paper presents a numerical model for calculating settlements and contact stresses of a circular plate resting on an elastic subgrade. The method is an extension of the elastic continuum method developed by Poulos and Davis for piles. Soil settlements are calculated with Mindlin’s equations. Plate settlements are calculated through a finite difference approximation of Kirchhoff’s equations for thin plate bending. The method, originally devised for homogenous soils, has been extended for multilayered soils using the Steinbrenner approximation. Model validation was performed by comparing results with a finite element solution and with previously published methods. The results prove that the method provides a very good approximation for homogenous soils and also for multilayered soils in which soil stiffness increases with depth, while for layered soils with stiffness decreasing with depth the Steinbrenner approximation was found not to be sufficiently accurate. Compared to alternative numerical methods, such as those using variational calculus, the proposed method has the advantage of its greater simplicity.
{"title":"A numerical model for settlement analysis of circular plates on multilayered soil","authors":"Enrique Justo,&nbsp;Isabel González-de-León,&nbsp;Manuel Vázquez-Boza","doi":"10.1016/j.engstruct.2025.120005","DOIUrl":"10.1016/j.engstruct.2025.120005","url":null,"abstract":"<div><div>This paper presents a numerical model for calculating settlements and contact stresses of a circular plate resting on an elastic subgrade. The method is an extension of the elastic continuum method developed by Poulos and Davis for piles. Soil settlements are calculated with Mindlin’s equations. Plate settlements are calculated through a finite difference approximation of Kirchhoff’s equations for thin plate bending. The method, originally devised for homogenous soils, has been extended for multilayered soils using the Steinbrenner approximation. Model validation was performed by comparing results with a finite element solution and with previously published methods. The results prove that the method provides a very good approximation for homogenous soils and also for multilayered soils in which soil stiffness increases with depth, while for layered soils with stiffness decreasing with depth the Steinbrenner approximation was found not to be sufficiently accurate. Compared to alternative numerical methods, such as those using variational calculus, the proposed method has the advantage of its greater simplicity.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 120005"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550429","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}
引用次数: 0
Elastic lateral torsional buckling of two-ply built-up wooden beams connected with discrete fasteners
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-05 DOI: 10.1016/j.engstruct.2025.119944
Mohamed Mansor, Magdi Mohareb, Ghasan Doudak
The present study investigates the elastic lateral torsional buckling of built-up wooden beams formed by two plies of equal depth connected through fasteners at their vertical interface. Towards this goal, the study develops a variational principle for the problem and then develops a finite element formulation, leading to an eigenvalue problem. The formulation captures the transverse, longitudinal slippage between both plies and the shear stiffness provided by the fasteners at the interface. A systematic parametric study is then conducted to investigate the effect of the fasteners' stiffness, their distribution, moment gradient, load height, and beam dimensions on the resulting elastic critical moment. The model provides a basis to quantify the level of the composite action achieved by various nailing patterns and stiffnesses and their effect on the lateral torsional buckling capacity of two-ply built-up beams. The study then explores the effect of uniform and non-uniform nail patterns in a bid to optimize the design of built-up beams. The study shows that the critical moment of built-up beams with fastener spacings conforming with the Canadian Standards requirements is considerably lower than that of a monolithic beam with identical total width.
{"title":"Elastic lateral torsional buckling of two-ply built-up wooden beams connected with discrete fasteners","authors":"Mohamed Mansor,&nbsp;Magdi Mohareb,&nbsp;Ghasan Doudak","doi":"10.1016/j.engstruct.2025.119944","DOIUrl":"10.1016/j.engstruct.2025.119944","url":null,"abstract":"<div><div>The present study investigates the elastic lateral torsional buckling of built-up wooden beams formed by two plies of equal depth connected through fasteners at their vertical interface. Towards this goal, the study develops a variational principle for the problem and then develops a finite element formulation, leading to an eigenvalue problem. The formulation captures the transverse, longitudinal slippage between both plies and the shear stiffness provided by the fasteners at the interface. A systematic parametric study is then conducted to investigate the effect of the fasteners' stiffness, their distribution, moment gradient, load height, and beam dimensions on the resulting elastic critical moment. The model provides a basis to quantify the level of the composite action achieved by various nailing patterns and stiffnesses and their effect on the lateral torsional buckling capacity of two-ply built-up beams. The study then explores the effect of uniform and non-uniform nail patterns in a bid to optimize the design of built-up beams. The study shows that the critical moment of built-up beams with fastener spacings conforming with the Canadian Standards requirements is considerably lower than that of a monolithic beam with identical total width.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119944"},"PeriodicalIF":5.6,"publicationDate":"2025-03-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550423","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}
引用次数: 0
Experimental and numerical study of a novel low-frequency tuned mass damper-inerter
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119980
Bo Wang, Fuyou Xu, Mingjie Zhang
A novel low-frequency tuned mass damper-inerter (LF-TMDI) with a rotor is proposed to significantly reduce the initial length and static stretching of the spring. The required installation space is thus reduced, allowing it to accommodate low-frequency vibration control. The proposed LF-TMDI can be installed inside a steel box girder (with internal installation space of 3 ∼ 4 m), effectively controlling low-frequency vibrations (e.g., 0.2 Hz) for long-span bridges. A physical LF-TMDI device is fabricated, and the experimental results indicate that the damping of the device can be characterized by Coulomb damping or equivalent viscous damping. The equations of motion for the coupled system of the LF-TMDI device and the controlled structure are derived. Vibration tests confirm that the fabricated LF-TMDI device can effectively control the vibration of a low-frequency (0.5 Hz) oscillator. Numerical parametric analyses show that the TMDI control efficiency remains stable within a deviation range of ( ± 5 ‰) optimal damping ratio and ( ± 1 %) optimal frequency ratio. In practical engineering, increasing the mass ratio between the LF-TMDI mass block and the main structure, and selecting an appropriate mass ratio between the equivalent mass provided by the rotor and the TMDI mass block, are effective ways to improve the performance of the LF-TMDI. Finally, the optimal stiffness and damping parameters of the LF-TMDI for free vibration control under common conditions are provided through similar parametric analysis.
{"title":"Experimental and numerical study of a novel low-frequency tuned mass damper-inerter","authors":"Bo Wang,&nbsp;Fuyou Xu,&nbsp;Mingjie Zhang","doi":"10.1016/j.engstruct.2025.119980","DOIUrl":"10.1016/j.engstruct.2025.119980","url":null,"abstract":"<div><div>A novel low-frequency tuned mass damper-inerter (LF-TMDI) with a rotor is proposed to significantly reduce the initial length and static stretching of the spring. The required installation space is thus reduced, allowing it to accommodate low-frequency vibration control. The proposed LF-TMDI can be installed inside a steel box girder (with internal installation space of 3 ∼ 4 m), effectively controlling low-frequency vibrations (e.g., 0.2 Hz) for long-span bridges. A physical LF-TMDI device is fabricated, and the experimental results indicate that the damping of the device can be characterized by Coulomb damping or equivalent viscous damping. The equations of motion for the coupled system of the LF-TMDI device and the controlled structure are derived. Vibration tests confirm that the fabricated LF-TMDI device can effectively control the vibration of a low-frequency (0.5 Hz) oscillator. Numerical parametric analyses show that the TMDI control efficiency remains stable within a deviation range of ( ± 5 ‰) optimal damping ratio and ( ± 1 %) optimal frequency ratio. In practical engineering, increasing the mass ratio between the LF-TMDI mass block and the main structure, and selecting an appropriate mass ratio between the equivalent mass provided by the rotor and the TMDI mass block, are effective ways to improve the performance of the LF-TMDI. Finally, the optimal stiffness and damping parameters of the LF-TMDI for free vibration control under common conditions are provided through similar parametric analysis.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119980"},"PeriodicalIF":5.6,"publicationDate":"2025-03-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550327","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}
引用次数: 0
Hysteretic behavior of resilient hinged wall enhanced with FRP bars
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119969
Yan Zhang , Longhe Xu , Xingsi Xie , Ge Zhang
To further improve the seismic resilience of resilient hinged walls (RHWs), in this study, an RHW is enhanced with fiber reinforced polymer bars (FRP bars). In the resulting RHW with FRP bars (RHW-FRP), two resilient hinge devices are symmetrically installed in the corners, and steel bars and FRP bars are installed in a hybrid arrangement in both the wall boundary elements and the middle wallboard. The analysis results indicate that the RHW-FRP exhibits less residual drift and a higher bearing capacity than the RHW. The hybrid layout between the FRP bars and steel bars in both the boundary elements and the middle wallboard of the RHW-FRP is recommended to achieve the optimal enhancement of the seismic resilience of the wall while ensuring economic viability. With this hybrid layout, the bearing capacity of the RHW-FRP can be improved to the same level as that of a conventional wall of the same size, and the residual drift ratio of the wall can be further controlled to about 0.42 % when the wall drift ratio reaches 3 %. Increasing the number of FRP bars in the wall boundary elements is found to have less influence on the hysteretic behavior of the wall, whereas increasing the number of FRP bars in the middle wallboard can significantly increase the wall bearing capacity. With the increase of the axial compression ratio of the wall, the RHW-FRP will exhibit a higher bearing capacity but more residual drift. Moreover, while increasing the strength of the concrete used in the wallboard will improve the wall bearing capacity at a small drift, the bearing capacity may degrade at a larger drift due to the early crush of the concrete.
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引用次数: 0
Experimental and theoretical study of thin-covered composite dowels considering multiple load conditions
IF 5.6 1区 工程技术 Q1 ENGINEERING, CIVIL Pub Date : 2025-03-04 DOI: 10.1016/j.engstruct.2025.119979
Zhihua Xiong , Jiaqi Li , Xulin Mou , Tiankuo Wang , Abedulgader Baktheer , Markus Feldmann
With the widespread application of composite structures in the fields of building and bridge constructions, thin-covered composite dowels are increasingly adopted in various engineering scenarios. This paper presents a design methodology for thin-covered composite dowels, supported by both experimental and theoretical investigations. In the experiment, a novel test rig and specimens are designed to facilitate tensile-shear coupling loading. The study identifies a new failure mode: Restricted Cone Failure (RCF) in thin-covered composite dowels under tensile-shear coupling load, which distinct from conventional composite dowels. This RCF mode is attributed to the thin thickness of the side concrete cover, which restricts the development of the failure cone in the thickness direction. Additionally, a parametric analysis is conducted to evaluate the effects of key factors—such as steel dowel thickness, effective embedment depth, and the tensile strength of steel fiber reinforced concrete—on the bearing capacity and ductility of thin-covered composite dowels. Based on the theoretical findings, comprehensive tensile, shear, and tensile-shear coupling capacity models along with an engineering design model are developed to aid in the practical application of thin-covered composite dowels.
{"title":"Experimental and theoretical study of thin-covered composite dowels considering multiple load conditions","authors":"Zhihua Xiong ,&nbsp;Jiaqi Li ,&nbsp;Xulin Mou ,&nbsp;Tiankuo Wang ,&nbsp;Abedulgader Baktheer ,&nbsp;Markus Feldmann","doi":"10.1016/j.engstruct.2025.119979","DOIUrl":"10.1016/j.engstruct.2025.119979","url":null,"abstract":"<div><div>With the widespread application of composite structures in the fields of building and bridge constructions, thin-covered composite dowels are increasingly adopted in various engineering scenarios. This paper presents a design methodology for thin-covered composite dowels, supported by both experimental and theoretical investigations. In the experiment, a novel test rig and specimens are designed to facilitate tensile-shear coupling loading. The study identifies a new failure mode: Restricted Cone Failure (RCF) in thin-covered composite dowels under tensile-shear coupling load, which distinct from conventional composite dowels. This RCF mode is attributed to the thin thickness of the side concrete cover, which restricts the development of the failure cone in the thickness direction. Additionally, a parametric analysis is conducted to evaluate the effects of key factors—such as steel dowel thickness, effective embedment depth, and the tensile strength of steel fiber reinforced concrete—on the bearing capacity and ductility of thin-covered composite dowels. Based on the theoretical findings, comprehensive tensile, shear, and tensile-shear coupling capacity models along with an engineering design model are developed to aid in the practical application of thin-covered composite dowels.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"331 ","pages":"Article 119979"},"PeriodicalIF":5.6,"publicationDate":"2025-03-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143550419","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}
引用次数: 0
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Engineering Structures
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