Engineering Structures最新文献

英文中文

State augmentation method for multimode nonstationary vibrations of long-span bridges under extreme winds

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-06 DOI: 10.1016/j.engstruct.2025.120021

Simian Lei , Wei Cui , Luca Patruno , Stefano de Miranda , Lin Zhao , Yaojun Ge

Stochastic dynamic analysis frequently relies on the assumption of time independence of linear systems and the stationarity of stochastic excitations, facilitating a variety of engineering studies. Nevertheless, these assumptions may not consistently remain valid, particularly in cases of structural vibrations induced by nonstationary extreme winds, and can lead to inaccurate predictions. The excitations in these scenarios have notable nonstationary characteristics because of the unstable nature of the flow. In addition, when aeroelastic forces are considered, the combined aerodynamic-mechanical system transforms into a linear time-varying system with aerodynamic damping and stiffness that change over time. In this work, a state augmentation approach for computing the multimode vibrations of a long-span bridge under nonstationary wind conditions is presented. The methodology integrates both nonstationary turbulence-induced forces and unsteady motion-induced forces. The coupling between motion-induced forces and bridge vibrations renders the system damping and stiffness matrices both time-varying and asymmetric; this results in complex-valued modes and coupled dynamics that cannot be adequately captured by a single-degree-of-freedom (SDOF) model. The proposed multi-degree-of-freedom (MDOF) approach is a stochastic calculus-based method that avoids complex modal analysis. The statistical moments of all orders for the responses of the MDOF systems are derived via Itô's formula and the stars and bars approach. Compared with existing approaches, the new approach is both reliable and efficient, demonstrating its potential for accurate and efficient analysis of nonstationary vibrations in complex engineering systems.

{"title":"State augmentation method for multimode nonstationary vibrations of long-span bridges under extreme winds","authors":"Simian Lei , Wei Cui , Luca Patruno , Stefano de Miranda , Lin Zhao , Yaojun Ge","doi":"10.1016/j.engstruct.2025.120021","DOIUrl":"10.1016/j.engstruct.2025.120021","url":null,"abstract":"<div><div>Stochastic dynamic analysis frequently relies on the assumption of time independence of linear systems and the stationarity of stochastic excitations, facilitating a variety of engineering studies. Nevertheless, these assumptions may not consistently remain valid, particularly in cases of structural vibrations induced by nonstationary extreme winds, and can lead to inaccurate predictions. The excitations in these scenarios have notable nonstationary characteristics because of the unstable nature of the flow. In addition, when aeroelastic forces are considered, the combined aerodynamic-mechanical system transforms into a linear time-varying system with aerodynamic damping and stiffness that change over time. In this work, a state augmentation approach for computing the multimode vibrations of a long-span bridge under nonstationary wind conditions is presented. The methodology integrates both nonstationary turbulence-induced forces and unsteady motion-induced forces. The coupling between motion-induced forces and bridge vibrations renders the system damping and stiffness matrices both time-varying and asymmetric; this results in complex-valued modes and coupled dynamics that cannot be adequately captured by a single-degree-of-freedom (SDOF) model. The proposed multi-degree-of-freedom (MDOF) approach is a stochastic calculus-based method that avoids complex modal analysis. The statistical moments of all orders for the responses of the MDOF systems are derived via Itô's formula and the stars and bars approach. Compared with existing approaches, the new approach is both reliable and efficient, demonstrating its potential for accurate and efficient analysis of nonstationary vibrations in complex engineering systems.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"332 ","pages":"Article 120021"},"PeriodicalIF":5.6,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143571501","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

Corrigendum to “A closed-form solution of dowel action based on beam on elastic foundation theory and fracture mechanics” [Eng. Struct. 315 (2024) 118430]

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-06 DOI: 10.1016/j.engstruct.2025.120031

Jiandong Lu , Yuguang Yang , Max A.N. Hendriks

引用次数: 0

Influence of the inclination angle of self-tapping screws on the fire performance of CLT-concrete composite floor slabs

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-06 DOI: 10.1016/j.engstruct.2025.120017

Sarah Barclay, Osama (Sam) Salem

In this study, four full-size slab-type timber-concrete composite (TCC) floor assemblies were experimentally examined under standard fire exposure. The main objectives of the study are to investigate the influence of the inclination angles of the self-tapping screws (STS) utilized as shear connectors on the fire performance of TCC floor slabs, achieve a 2-h fire resistance as a result of the composite action between a supporting cross-laminated timber (CLT) panel and a top concrete layer, and ultimately verify the residual strength of the TCC slabs after 2-h standard fire exposure. Each slab specimen comprises a 143-mm thick, 5-ply CLT panel topped with a 90-mm thick normal-strength concrete layer. The overall dimensions of each test assembly were 5300 mm long and 900 mm wide, with a 5000 mm clear span. Screws were installed following the shear flow direction at two different inclination angles (i.e., 30° and 45°), with each specimen duplicated. TCC floor assemblies were exposed to elevated temperatures following the CAN/ULC-S101 standard fire time-temperature curve while subjected to four-point flexure. The experimental results show that all test assemblies surpassed the 2-h fire resistance time with an average residual wood thickness of 48 mm. However, after 2 h of standard fire exposure, the 30° STS installation angle resulted in better performance of the TCC floor slabs with lower midspan deflections than a 45° installation angle. In addition, the residual strength tests conducted after the 2-h standard fire exposure show that a TCC floor slab with STS installed at 30° may produce an ultimate moment as much as 12 % greater than when the STS are installed at 45°.

{"title":"Influence of the inclination angle of self-tapping screws on the fire performance of CLT-concrete composite floor slabs","authors":"Sarah Barclay, Osama (Sam) Salem","doi":"10.1016/j.engstruct.2025.120017","DOIUrl":"10.1016/j.engstruct.2025.120017","url":null,"abstract":"<div><div>In this study, four full-size slab-type timber-concrete composite (TCC) floor assemblies were experimentally examined under standard fire exposure. The main objectives of the study are to investigate the influence of the inclination angles of the self-tapping screws (STS) utilized as shear connectors on the fire performance of TCC floor slabs, achieve a 2-h fire resistance as a result of the composite action between a supporting cross-laminated timber (CLT) panel and a top concrete layer, and ultimately verify the residual strength of the TCC slabs after 2-h standard fire exposure. Each slab specimen comprises a 143-mm thick, 5-ply CLT panel topped with a 90-mm thick normal-strength concrete layer. The overall dimensions of each test assembly were 5300 mm long and 900 mm wide, with a 5000 mm clear span. Screws were installed following the shear flow direction at two different inclination angles (i.e., 30° and 45°), with each specimen duplicated. TCC floor assemblies were exposed to elevated temperatures following the CAN/ULC-S101 standard fire time-temperature curve while subjected to four-point flexure. The experimental results show that all test assemblies surpassed the 2-h fire resistance time with an average residual wood thickness of 48 mm. However, after 2 h of standard fire exposure, the 30° STS installation angle resulted in better performance of the TCC floor slabs with lower midspan deflections than a 45° installation angle. In addition, the residual strength tests conducted after the 2-h standard fire exposure show that a TCC floor slab with STS installed at 30° may produce an ultimate moment as much as 12 % greater than when the STS are installed at 45°.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"332 ","pages":"Article 120017"},"PeriodicalIF":5.6,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143571503","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

Plus-Cloud and Cloud with limited single stripe analyses: Two new methodologies for efficient and accurate estimation of fragility curves

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-06 DOI: 10.1016/j.engstruct.2025.119950

Mohammad Salehi , Gholamreza Ghodrati Amiri , Morteza Raissi Dehkordi , Mahdi Eghbali

The generation of fragility curves typically involves three primary methodologies: ‎Cloud analysis, Incremental Dynamic Analysis (IDA), and Multiple-Stripe ‎Analysis (MSA). MSA and IDA analyses require time-consuming nonlinear analyses to accurately estimate the fragility curve. In contrast, Cloud analysis requires less computational effort but faces challenges in selecting the appropriate record for structural analysis. ‎Recent research have introduced methodologies, such as Pushover analysis and supplementary rules for record selection, to address the limitations of existing methods and reduce computational costs. The first novel method aims to overcome the limitations of cloud analysis at the collapse ‎‎performance level by applying a scale factor to the records. This approach allows ‎data that ‎previously didn’t meet the collapse performance level during cloud analysis to ‎be ‎effectively included within that range. Nonetheless, to improve regression data accuracy, a ‎‎constraint is implemented, easily attainable by the scale factor used.‎ The second method integrates the Cloud and SSA approaches, making use of the computational efficiency of Cloud and the accuracy of SSA. these two methods eliminate the need for supplementary criteria in record selection or Pushover analysis and avoids reliance on constant parameters or calibration-dependent equations. The methods are introduced under the names Plus-Cloud (PC) and Cloud with Limited SSA (CLS). These approaches have been assessed using the fragility curves of optimized structures. The results indicate that the fragility curves generated by these proposed methods exhibit a satisfactory alignment with MSA analysis. The median difference between the fragility curves of the two proposed methods and MSA analysis is approximately 0.1 g. Moreover, these methods reduce computational efforts by four to five times compared to the MSA analysis.

{"title":"Plus-Cloud and Cloud with limited single stripe analyses: Two new methodologies for efficient and accurate estimation of fragility curves","authors":"Mohammad Salehi , Gholamreza Ghodrati Amiri , Morteza Raissi Dehkordi , Mahdi Eghbali","doi":"10.1016/j.engstruct.2025.119950","DOIUrl":"10.1016/j.engstruct.2025.119950","url":null,"abstract":"<div><div>The generation of fragility curves typically involves three primary methodologies: ‎Cloud analysis, Incremental Dynamic Analysis (IDA), and Multiple-Stripe ‎Analysis (MSA). MSA and IDA analyses require time-consuming nonlinear analyses to accurately estimate the fragility curve. In contrast, Cloud analysis requires less computational effort but faces challenges in selecting the appropriate record for structural analysis. ‎Recent research have introduced methodologies, such as Pushover analysis and supplementary rules for record selection, to address the limitations of existing methods and reduce computational costs. The first novel method aims to overcome the limitations of cloud analysis at the collapse ‎‎performance level by applying a scale factor to the records. This approach allows ‎data that ‎previously didn’t meet the collapse performance level during cloud analysis to ‎be ‎effectively included within that range. Nonetheless, to improve regression data accuracy, a ‎‎constraint is implemented, easily attainable by the scale factor used.‎ The second method integrates the Cloud and SSA approaches, making use of the computational efficiency of Cloud and the accuracy of SSA. these two methods eliminate the need for supplementary criteria in record selection or Pushover analysis and avoids reliance on constant parameters or calibration-dependent equations. The methods are introduced under the names Plus-Cloud (PC) and Cloud with Limited SSA (CLS). These approaches have been assessed using the fragility curves of optimized structures. The results indicate that the fragility curves generated by these proposed methods exhibit a satisfactory alignment with MSA analysis. The median difference between the fragility curves of the two proposed methods and MSA analysis is approximately 0.1 g. Moreover, these methods reduce computational efforts by four to five times compared to the MSA analysis.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"332 ","pages":"Article 119950"},"PeriodicalIF":5.6,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143571505","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 investigation of circular concrete-filled steel tubular columns subjected to post-earthquake fires

IF 5.6 1区工程技术 Q1 ENGINEERING, CIVIL

Engineering Structures

Pub Date : 2025-03-06 DOI: 10.1016/j.engstruct.2025.120008

Guo-Qiang Wei , Wen-Da Wang , Kan Zhou , Wen-Jing Mao

Fires induced by earthquakes are high-probability events that can accelerate the collapse of buildings. This research investigates the fire resistance of eight circular concrete-filled steel tubular (CFST) columns under four earthquake damage levels through experimental methods. The earthquake damage and fire tests were conducted continuously without unloading the axial loads. The impact of earthquake damage levels and axial load ratios on fire resistance were studied. The failure mode, temperature evolution, fire performance, and deformation of the columns under post-earthquake fire (PEF) were analyzed and discussed. In addition, the validated numerical method was used to simulate the fire resistance of the columns that suffered seismic damage. The results show that the maximum axial expansion of the columns gradually decreases with increasing seismic damage. When the axial load ratio is 0.284, a slight decrease in fire resistance occurs at drift ratios exceeding 2.67 %, and plastic hinges form at the mid-height of the column at failure. When the drift ratio reaches 4.48 %, premature lateral displacement induces a more pronounced second-order effect, accelerating column instability and leading to a significant decrease in fire resistance. At an axial load ratio of 0.431, although the lateral stiffness of the column decreases more severely, fire resistance exhibits only a slight reduction at a drift ratio of 4.42 %.

{"title":"Experimental and numerical investigation of circular concrete-filled steel tubular columns subjected to post-earthquake fires","authors":"Guo-Qiang Wei , Wen-Da Wang , Kan Zhou , Wen-Jing Mao","doi":"10.1016/j.engstruct.2025.120008","DOIUrl":"10.1016/j.engstruct.2025.120008","url":null,"abstract":"<div><div>Fires induced by earthquakes are high-probability events that can accelerate the collapse of buildings. This research investigates the fire resistance of eight circular concrete-filled steel tubular (CFST) columns under four earthquake damage levels through experimental methods. The earthquake damage and fire tests were conducted continuously without unloading the axial loads. The impact of earthquake damage levels and axial load ratios on fire resistance were studied. The failure mode, temperature evolution, fire performance, and deformation of the columns under post-earthquake fire (PEF) were analyzed and discussed. In addition, the validated numerical method was used to simulate the fire resistance of the columns that suffered seismic damage. The results show that the maximum axial expansion of the columns gradually decreases with increasing seismic damage. When the axial load ratio is 0.284, a slight decrease in fire resistance occurs at drift ratios exceeding 2.67 %, and plastic hinges form at the mid-height of the column at failure. When the drift ratio reaches 4.48 %, premature lateral displacement induces a more pronounced second-order effect, accelerating column instability and leading to a significant decrease in fire resistance. At an axial load ratio of 0.431, although the lateral stiffness of the column decreases more severely, fire resistance exhibits only a slight reduction at a drift ratio of 4.42 %.</div></div>","PeriodicalId":11763,"journal":{"name":"Engineering Structures","volume":"332 ","pages":"Article 120008"},"PeriodicalIF":5.6,"publicationDate":"2025-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143571504","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

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

Engineering Structures

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.

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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

Engineering Structures

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.

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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

Engineering Structures

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 , Zhixiong Zhang , Hai Fang , Yong Zhuang , Wangwang He , 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

Engineering Structures

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.

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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

Engineering Structures

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.

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引用次数: 0

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