Pub Date : 2025-01-10DOI: 10.1016/j.tws.2025.112940
Ji-Ke Tan , Ming-Shu Wang , Mei-Ni Su , Kang Wang , Run Liang , Dai Yang
The incorporation of steel fibres in concrete can effectively address the pre-mature cracking and reinforcement congestion issues in wind turbine towers. This study investigated the resistance, failure modes and ductility of steel fibre reinforced concrete (SFRC) towers subjected to the combined compression and bending through cyclic loading tests. Key parameters considered in the study include the wall thickness, the steel fibre dosage, and the methods of tower connection. The results revealed that a greater wall thickness can more effectively reduce crack development. Specimens with 0.8 % steel fibres showed brittle failure, whereas those with 1 % steel fibres exhibited plastic failure. The compression-bending capacity of specimens with epoxy resin applied at connection section increased by 11.4 % compared to the control specimen. Additionally, the study proposed a method for calculating the compression-bending capacity of SFRC tower structures during the post-cracking stage. The predicted values using this design approach closely matched the experimental results, with differences <10 % for all specimens.
{"title":"Combined compression and bending resistance of steel fibre reinforced concrete tower for wind turbine","authors":"Ji-Ke Tan , Ming-Shu Wang , Mei-Ni Su , Kang Wang , Run Liang , Dai Yang","doi":"10.1016/j.tws.2025.112940","DOIUrl":"10.1016/j.tws.2025.112940","url":null,"abstract":"<div><div>The incorporation of steel fibres in concrete can effectively address the pre-mature cracking and reinforcement congestion issues in wind turbine towers. This study investigated the resistance, failure modes and ductility of steel fibre reinforced concrete (SFRC) towers subjected to the combined compression and bending through cyclic loading tests. Key parameters considered in the study include the wall thickness, the steel fibre dosage, and the methods of tower connection. The results revealed that a greater wall thickness can more effectively reduce crack development. Specimens with 0.8 % steel fibres showed brittle failure, whereas those with 1 % steel fibres exhibited plastic failure. The compression-bending capacity of specimens with epoxy resin applied at connection section increased by 11.4 % compared to the control specimen. Additionally, the study proposed a method for calculating the compression-bending capacity of SFRC tower structures during the post-cracking stage. The predicted values using this design approach closely matched the experimental results, with differences <10 % for all specimens.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112940"},"PeriodicalIF":5.7,"publicationDate":"2025-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169617","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}
Pub Date : 2025-01-10DOI: 10.1016/j.tws.2025.112927
Shanshan Shi , Hongbiao Han , Bo Yang , Xin Zhou , Bingzhi Chen , Zhi Sun
Inspired by cuttlebone and spruce wood microstructures, a novel aluminum honeycomb structure with periodic S-shaped and I-shaped densified bands was developed by compressing the hexagonal cells in localized areas of regular aluminum honeycomb. The structure demonstrated excellent energy absorption performance. Quasi-static compression tests were first conducted to investigate the failure mechanisms and energy absorption characteristics of locally densified aluminum honeycomb panels and cylindrical shells under axial loads, assessing the effectiveness of local densification in enhancing energy absorption. Based on the experimental results, the deformation mechanism and load transfer paths of the locally densified honeycomb were analyzed. Finite element simulations were then employed to systematically explore the effects of geometric parameters, including cell wall thickness, cell size, and thickness-to-diameter ratio, on the energy absorption performance of the densified aluminum honeycomb cylindrical shells. The results showed that compared to regular honeycomb panels and cylindrical shells, the locally densified structures significantly improved absorbed energy, specific energy absorption, mean crushing force and crush force efficiency. The absorbed and specific energy absorption of the densified cylindrical shell increased by up to 76.50 % and 25.64 %, respectively. Cell wall thickness had the greatest impact on energy absorption, with a 203.57 % increase in specific energy absorption achieved by increasing wall thickness. Excellent energy absorption performance is achieved by a simple fabrication process alone. These findings provide effective strategies for optimizing the energy absorption performance of thin-walled structures and offer valuable insights for the design and development of energy absorption systems.
{"title":"Compression performance of a bio-inspired locally densified aluminum honeycomb structure","authors":"Shanshan Shi , Hongbiao Han , Bo Yang , Xin Zhou , Bingzhi Chen , Zhi Sun","doi":"10.1016/j.tws.2025.112927","DOIUrl":"10.1016/j.tws.2025.112927","url":null,"abstract":"<div><div>Inspired by cuttlebone and spruce wood microstructures, a novel aluminum honeycomb structure with periodic S-shaped and I-shaped densified bands was developed by compressing the hexagonal cells in localized areas of regular aluminum honeycomb. The structure demonstrated excellent energy absorption performance. Quasi-static compression tests were first conducted to investigate the failure mechanisms and energy absorption characteristics of locally densified aluminum honeycomb panels and cylindrical shells under axial loads, assessing the effectiveness of local densification in enhancing energy absorption. Based on the experimental results, the deformation mechanism and load transfer paths of the locally densified honeycomb were analyzed. Finite element simulations were then employed to systematically explore the effects of geometric parameters, including cell wall thickness, cell size, and thickness-to-diameter ratio, on the energy absorption performance of the densified aluminum honeycomb cylindrical shells. The results showed that compared to regular honeycomb panels and cylindrical shells, the locally densified structures significantly improved absorbed energy, specific energy absorption, mean crushing force and crush force efficiency. The absorbed and specific energy absorption of the densified cylindrical shell increased by up to 76.50 % and 25.64 %, respectively. Cell wall thickness had the greatest impact on energy absorption, with a 203.57 % increase in specific energy absorption achieved by increasing wall thickness. Excellent energy absorption performance is achieved by a simple fabrication process alone. These findings provide effective strategies for optimizing the energy absorption performance of thin-walled structures and offer valuable insights for the design and development of energy absorption systems.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112927"},"PeriodicalIF":5.7,"publicationDate":"2025-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169604","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 establishment of various basic mechanical elements is of great significance for qualitative analysis of the deformation mechanism of engineering structures with typical geometric features, as well as for rapid and accurate predictions of their mechanical behaviors. Although classical beam and plate models have been extensively developed and widely used in structural mechanics analysis, the expressions of the key parameter in shear deformation theories remain a topic of ongoing research, with no consensus yet reached. In this paper, the high-precision beam and plate models are established by the data-driven modeling method based on the first principles of elasticity. The governing equations of the data-driven models are automatically discovered from finite element simulation data without making any assumptions or approximations about the deformation of the structures. The established models are found to contain the high-order derivatives of the load, which are consistent with the shear deformation theories. The parameters of the governing equations are related to the position of the load, which has never been studied in previous work. Several representative numerical examples demonstrate that the established data-driven models are of higher accuracy compared to classical shear deformation models. This work provides an effective solution for establishing high-precision mechanical models of mechanical elements, and also offers a promising method for modeling and analyzing complex multiphysics systems and engineering structures.
{"title":"Automatic data-driven modeling of plate and beam elements based on the first principles of elasticity","authors":"Zhetong Wu , Yisong Qiu , Haikun Jia , Hanbo Zhang , Hongfei Ye , Yonggang Zheng","doi":"10.1016/j.tws.2025.112939","DOIUrl":"10.1016/j.tws.2025.112939","url":null,"abstract":"<div><div>The establishment of various basic mechanical elements is of great significance for qualitative analysis of the deformation mechanism of engineering structures with typical geometric features, as well as for rapid and accurate predictions of their mechanical behaviors. Although classical beam and plate models have been extensively developed and widely used in structural mechanics analysis, the expressions of the key parameter in shear deformation theories remain a topic of ongoing research, with no consensus yet reached. In this paper, the high-precision beam and plate models are established by the data-driven modeling method based on the first principles of elasticity. The governing equations of the data-driven models are automatically discovered from finite element simulation data without making any assumptions or approximations about the deformation of the structures. The established models are found to contain the high-order derivatives of the load, which are consistent with the shear deformation theories. The parameters of the governing equations are related to the position of the load, which has never been studied in previous work. Several representative numerical examples demonstrate that the established data-driven models are of higher accuracy compared to classical shear deformation models. This work provides an effective solution for establishing high-precision mechanical models of mechanical elements, and also offers a promising method for modeling and analyzing complex multiphysics systems and engineering structures.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112939"},"PeriodicalIF":5.7,"publicationDate":"2025-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169601","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}
After steel frame structures experience a fire and are subsequently subjected to extreme loads, the mechanisms of progressive collapse resistance and the weak points in the load transfer path of the remaining structure may differ from those observed under ambient conditions. This study investigates the progressive collapse performance of steel frame structures with reduced beam section (RBS) connections post-fire, using ten beam-column substructures—one at ambient temperature and nine exposed to varying fire conditions. Results indicate that fire temperature more significantly impacts collapse resistance and deformation capacity than fire duration. Post-fire, the failure mode shifts from the reduced section to the joint weld connection, compromising the RBS’s ability to relocate the plastic hinge. Numerical simulations show that reinforcing the beam-column weld delays failure but does not substantially improve collapse resistance. However, flexible reinforcement with V-shaped stiffening plates markedly enhances both collapse resistance and deformation capacity, with ultimate load improvement being approximately twice that of ultimate displacement. Determining the appropriate corrugation height is crucial; insufficient height impedes deformation, while excessive height becomes effective only after substantial damage to the RBS. This study underscores the significance of selecting a corrugation height of 0.15 times the beam depth, which optimally balances energy dissipation and plastic deformation capacity with the post-fire progressive collapse resistance of the substructure, offering critical guidance for the design of reinforcement in steel frame structures.
{"title":"Post-fire assessment and strengthening of progressive collapse resistance of beam-column substructures with RBS connections","authors":"Zhiquan Xing , Weiwei Zhang , Wanpeng Zhang , Kwok-Fai Chung , Li Zheng , Yu Chen","doi":"10.1016/j.tws.2025.112929","DOIUrl":"10.1016/j.tws.2025.112929","url":null,"abstract":"<div><div>After steel frame structures experience a fire and are subsequently subjected to extreme loads, the mechanisms of progressive collapse resistance and the weak points in the load transfer path of the remaining structure may differ from those observed under ambient conditions. This study investigates the progressive collapse performance of steel frame structures with reduced beam section (RBS) connections post-fire, using ten beam-column substructures—one at ambient temperature and nine exposed to varying fire conditions. Results indicate that fire temperature more significantly impacts collapse resistance and deformation capacity than fire duration. Post-fire, the failure mode shifts from the reduced section to the joint weld connection, compromising the RBS’s ability to relocate the plastic hinge. Numerical simulations show that reinforcing the beam-column weld delays failure but does not substantially improve collapse resistance. However, flexible reinforcement with V-shaped stiffening plates markedly enhances both collapse resistance and deformation capacity, with ultimate load improvement being approximately twice that of ultimate displacement. Determining the appropriate corrugation height is crucial; insufficient height impedes deformation, while excessive height becomes effective only after substantial damage to the RBS. This study underscores the significance of selecting a corrugation height of 0.15 times the beam depth, which optimally balances energy dissipation and plastic deformation capacity with the post-fire progressive collapse resistance of the substructure, offering critical guidance for the design of reinforcement in steel frame structures.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112929"},"PeriodicalIF":5.7,"publicationDate":"2025-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169602","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 : 2025-01-09DOI: 10.1016/j.tws.2025.112935
Hamid Ahmadi , Allan Manalo , Shanika Kiriella , Warna Karunasena , Thomas D. O'Rourke , Brad P. Wham
The internal replacement pipe (IRP) involves the rehabilitation of underground cast iron (CI), ductile iron (DI), and steel pipelines through reinforcement with a pipe or liner typically installed by trenchless construction methods inside the host pipeline. This paper focuses on a host pipeline with a circumferential crack in the body of the pipe or separation within a weak or deteriorated joint. New analytical solutions are presented for modelling thermal loads and displacements in IRP systems with linear and nonlinear material behaviour. In addition to including material nonlinearities, the mobilisation of soil friction force along the pipeline affected by temperature change is incorporated in the analytical solution. To include IRP debonding in the analytical solution, a set of experimental tests and mechanical finite element (FE) simulations were carried out to characterise the IRP debonded length. The effects of material and geometrical properties of the host pipeline and soil on the mobilisation of soil friction force are evaluated. Characteristics of the IRP, host pipeline, and soil as well as the discontinuity width and temperature change are systematically ranked in terms of their significance on the discontinuity opening. Results show that excluding soil friction and/or the nonlinear material behaviour of the IRP can lead to significant underestimation of the discontinuity opening, which may result in unsafe conditions. There is excellent agreement between the results of thermal FE analysis and the outcomes of the nonlinear analytical solution, which uses a tri-linear stress-strain curve for the IRP. Hence, the nonlinear analytical model presented in this paper can be reliably applied in the analysis and design of IRP systems.
{"title":"Analytical model to characterise thermal loads and deformation of internal replacement pipe systems","authors":"Hamid Ahmadi , Allan Manalo , Shanika Kiriella , Warna Karunasena , Thomas D. O'Rourke , Brad P. Wham","doi":"10.1016/j.tws.2025.112935","DOIUrl":"10.1016/j.tws.2025.112935","url":null,"abstract":"<div><div>The internal replacement pipe (IRP) involves the rehabilitation of underground cast iron (CI), ductile iron (DI), and steel pipelines through reinforcement with a pipe or liner typically installed by trenchless construction methods inside the host pipeline. This paper focuses on a host pipeline with a circumferential crack in the body of the pipe or separation within a weak or deteriorated joint. New analytical solutions are presented for modelling thermal loads and displacements in IRP systems with linear and nonlinear material behaviour. In addition to including material nonlinearities, the mobilisation of soil friction force along the pipeline affected by temperature change is incorporated in the analytical solution. To include IRP debonding in the analytical solution, a set of experimental tests and mechanical finite element (FE) simulations were carried out to characterise the IRP debonded length. The effects of material and geometrical properties of the host pipeline and soil on the mobilisation of soil friction force are evaluated. Characteristics of the IRP, host pipeline, and soil as well as the discontinuity width and temperature change are systematically ranked in terms of their significance on the discontinuity opening. Results show that excluding soil friction and/or the nonlinear material behaviour of the IRP can lead to significant underestimation of the discontinuity opening, which may result in unsafe conditions. There is excellent agreement between the results of thermal FE analysis and the outcomes of the nonlinear analytical solution, which uses a tri-linear stress-strain curve for the IRP. Hence, the nonlinear analytical model presented in this paper can be reliably applied in the analysis and design of IRP systems.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112935"},"PeriodicalIF":5.7,"publicationDate":"2025-01-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169187","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}
Pub Date : 2025-01-09DOI: 10.1016/j.tws.2025.112933
Jiahao Zhang , Hua Yang , Andi Su , Ke Jiang
The post-fire material properties and local buckling behaviour of S890 and S960 ultra-high strength steel (UHSS) circular hollow sections have been investigated in this paper, underpinned by testing and numerical modelling programmes. The testing programme included heating, soaking and cooling of specimens, post-fire tensile coupon tests, initial local geometric imperfection measurements as well as stub column tests. The measured post-fire material properties were analysed and adopted to propose a new set of retention factor curves to accurately predict the post-fire residual material properties for S890 and S960 UHSSs. On the basis of the post-fire stub column test results, finite element models were developed and validated and afterwards adopted to carry out parametric analyses. Due to the absence of design provisions for post-fire UHSS circular hollow sections, the applicability of the relevant room temperature design rules given in the current European, American and Australian standards to post-fire S890 and S960 UHSS circular hollow section stub columns was assessed, using post-fire material properties. The assessment results revealed that the codified slenderness limits were conservative for cross-section classification of post-fire S890 and S960 UHSS circular hollow sections. Regarding the post-fire cross-section compression resistances, all three sets of codified design rules were shown to provide relatively conservative predictions, while the level of design accuracy and consistency was higher for slender S890 and S960 UHSS circular hollow sections than the non-slender ones. It was also indicated from the assessment results that the American design standard led to more accurate and consistent compression resistance predictions than the European and Australian design standards.
{"title":"Experimental and numerical investigations of S890 and S960 ultra-high strength steel circular hollow section stub columns after fire exposure","authors":"Jiahao Zhang , Hua Yang , Andi Su , Ke Jiang","doi":"10.1016/j.tws.2025.112933","DOIUrl":"10.1016/j.tws.2025.112933","url":null,"abstract":"<div><div>The post-fire material properties and local buckling behaviour of S890 and S960 ultra-high strength steel (UHSS) circular hollow sections have been investigated in this paper, underpinned by testing and numerical modelling programmes. The testing programme included heating, soaking and cooling of specimens, post-fire tensile coupon tests, initial local geometric imperfection measurements as well as stub column tests. The measured post-fire material properties were analysed and adopted to propose a new set of retention factor curves to accurately predict the post-fire residual material properties for S890 and S960 UHSSs. On the basis of the post-fire stub column test results, finite element models were developed and validated and afterwards adopted to carry out parametric analyses. Due to the absence of design provisions for post-fire UHSS circular hollow sections, the applicability of the relevant room temperature design rules given in the current European, American and Australian standards to post-fire S890 and S960 UHSS circular hollow section stub columns was assessed, using post-fire material properties. The assessment results revealed that the codified slenderness limits were conservative for cross-section classification of post-fire S890 and S960 UHSS circular hollow sections. Regarding the post-fire cross-section compression resistances, all three sets of codified design rules were shown to provide relatively conservative predictions, while the level of design accuracy and consistency was higher for slender S890 and S960 UHSS circular hollow sections than the non-slender ones. It was also indicated from the assessment results that the American design standard led to more accurate and consistent compression resistance predictions than the European and Australian design standards.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112933"},"PeriodicalIF":5.7,"publicationDate":"2025-01-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169182","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 : 2025-01-08DOI: 10.1016/j.tws.2025.112928
Liusi Dai, Qiqi Jia, Yiming He, Chong Ren
This paper presents an experimental and numerical investigation of the buckling behaviour of cold-formed steel (CFS) sigma beams subjected to pallet loads. Tests were performed using two different loading modes for simulating pallet loads on the upper flange and the short supports bolted to the web. The sigma beams subjected to loading on the short supports demonstrated higher ultimate loads than those subjected to loading on the upper flange, with an average increase of 38 %. Parametric analyses were performed by using validated numerical models. The influences of the member length, section thickness, section height, web stiffener depth and web stiffener height on the load-carrying capacities were discussed. The applicability of the current design curve obtained using the direct strength method with lateral-torsional buckling was assessed based on experimental and numerical data. The results show that the design curve provides an accurate estimation of the ultimate loads of CFS sigma beams subjected to pallet loads.
{"title":"Buckling behaviour of cold-formed steel sigma beams subjected to pallet loads","authors":"Liusi Dai, Qiqi Jia, Yiming He, Chong Ren","doi":"10.1016/j.tws.2025.112928","DOIUrl":"10.1016/j.tws.2025.112928","url":null,"abstract":"<div><div>This paper presents an experimental and numerical investigation of the buckling behaviour of cold-formed steel (CFS) sigma beams subjected to pallet loads. Tests were performed using two different loading modes for simulating pallet loads on the upper flange and the short supports bolted to the web. The sigma beams subjected to loading on the short supports demonstrated higher ultimate loads than those subjected to loading on the upper flange, with an average increase of 38 %. Parametric analyses were performed by using validated numerical models. The influences of the member length, section thickness, section height, web stiffener depth and web stiffener height on the load-carrying capacities were discussed. The applicability of the current design curve obtained using the direct strength method with lateral-torsional buckling was assessed based on experimental and numerical data. The results show that the design curve provides an accurate estimation of the ultimate loads of CFS sigma beams subjected to pallet loads.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"210 ","pages":"Article 112928"},"PeriodicalIF":5.7,"publicationDate":"2025-01-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143183489","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 : 2025-01-08DOI: 10.1016/j.tws.2025.112932
Hua Yang , Yong Fang , Ligui Yang
Reinforced concrete-filled thin-walled galvanized corrugated steel tube (RCFCST) is a novel composite member that is particularly proposed to strengthen the seismic and anti-corrosive performance of conventional reinforced concrete (RC) members. The individual compressive, flexural, shear, and torsional behaviour of such members have been addressed previously. In practice, the combined loading conditions are a common occurrence when subjected to winds or earthquakes; however, the cyclic combined bending-torsion behaviour of the proposed RCFCSTs is unclear and the correlation relationship between the cyclic flexural and torsional bearing capacities has not been determined. This paper therefore presents an investigation of the RCFCSTs under cyclic combined bending-torsion loads experimentally. The failure modes, hysteretic curves, ductility, energy dissipation capacity, and stiffness/strength degradations are analyzed comparably. The dependence of the seismic behaviour of RCFCSTs on both the torsion-to-bending moment ratios and torsional directions has been explained. The cumulative damage effects due to the cyclic loading mode have been carefully addressed by comparing them with the previous monotonic tests. The applicability of the simplified calculation methods for the correlation relationship between ultimate bending moments and ultimate torques is examined for the proposed RCFCST member.
{"title":"Cyclic combined bending-torsion behaviour of reinforced concrete-filled thin-walled corrugated steel tubes","authors":"Hua Yang , Yong Fang , Ligui Yang","doi":"10.1016/j.tws.2025.112932","DOIUrl":"10.1016/j.tws.2025.112932","url":null,"abstract":"<div><div>Reinforced concrete-filled thin-walled galvanized corrugated steel tube (RCFCST) is a novel composite member that is particularly proposed to strengthen the seismic and anti-corrosive performance of conventional reinforced concrete (RC) members. The individual compressive, flexural, shear, and torsional behaviour of such members have been addressed previously. In practice, the combined loading conditions are a common occurrence when subjected to winds or earthquakes; however, the cyclic combined bending-torsion behaviour of the proposed RCFCSTs is unclear and the correlation relationship between the cyclic flexural and torsional bearing capacities has not been determined. This paper therefore presents an investigation of the RCFCSTs under cyclic combined bending-torsion loads experimentally. The failure modes, hysteretic curves, ductility, energy dissipation capacity, and stiffness/strength degradations are analyzed comparably. The dependence of the seismic behaviour of RCFCSTs on both the torsion-to-bending moment ratios and torsional directions has been explained. The cumulative damage effects due to the cyclic loading mode have been carefully addressed by comparing them with the previous monotonic tests. The applicability of the simplified calculation methods for the correlation relationship between ultimate bending moments and ultimate torques is examined for the proposed RCFCST member.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112932"},"PeriodicalIF":5.7,"publicationDate":"2025-01-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143170287","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 : 2025-01-08DOI: 10.1016/j.tws.2025.112930
Yukai Zhong , Ziyi Wang , Yating Liang , Ou Zhao
Hexagonal hollow section is a novel type of polygonal hollow sections. In comparison with traditional rectangular hollow sections, hexagonal hollow sections with the same perimeter have higher cross-section resistances, owing to their smaller flat element widths, and offer more faces to facilitate connections in more than four directions. This paper reports experimental and numerical studies on the cross-section behaviour and resistances of stainless steel hexagonal hollow sections under combined compression and bending. A testing programme was firstly performed and included tensile coupon tests, initial local geometric imperfection measurements and eccentric compression tests on twelve grade 304 austenitic stainless steel hexagonal hollow section stub column specimens. The testing programme was accompanied by a numerical modelling programme, including a validation study, where finite element models were developed and validated against the test results, and a series of parametric studies, where the validated finite element models were used to generate further numerical data. The test and numerical data were used to evaluate the applicability of relevant design interaction curves for stainless steel rectangular hollow sections and carbon steel hexagonal hollow sections, as specified in the European code, American specification and ASCE standard, to stainless steel hexagonal hollow sections. The evaluation results generally revealed that the design interaction curves of the European code and American specification provided acceptable levels of accuracy and consistency, though some unsafe and conservative resistance predictions were also found, while the design interaction curve of the ASCE standard led to inaccurate and scattered resistance predictions. Finally, a revised ASCE design interaction curve was proposed and shown to outperform the original ASCE design interaction curve.
{"title":"Experimental and numerical study on stainless steel hexagonal hollow section stub columns subjected to combined compression and bending","authors":"Yukai Zhong , Ziyi Wang , Yating Liang , Ou Zhao","doi":"10.1016/j.tws.2025.112930","DOIUrl":"10.1016/j.tws.2025.112930","url":null,"abstract":"<div><div>Hexagonal hollow section is a novel type of polygonal hollow sections. In comparison with traditional rectangular hollow sections, hexagonal hollow sections with the same perimeter have higher cross-section resistances, owing to their smaller flat element widths, and offer more faces to facilitate connections in more than four directions. This paper reports experimental and numerical studies on the cross-section behaviour and resistances of stainless steel hexagonal hollow sections under combined compression and bending. A testing programme was firstly performed and included tensile coupon tests, initial local geometric imperfection measurements and eccentric compression tests on twelve grade 304 austenitic stainless steel hexagonal hollow section stub column specimens. The testing programme was accompanied by a numerical modelling programme, including a validation study, where finite element models were developed and validated against the test results, and a series of parametric studies, where the validated finite element models were used to generate further numerical data. The test and numerical data were used to evaluate the applicability of relevant design interaction curves for stainless steel rectangular hollow sections and carbon steel hexagonal hollow sections, as specified in the European code, American specification and ASCE standard, to stainless steel hexagonal hollow sections. The evaluation results generally revealed that the design interaction curves of the European code and American specification provided acceptable levels of accuracy and consistency, though some unsafe and conservative resistance predictions were also found, while the design interaction curve of the ASCE standard led to inaccurate and scattered resistance predictions. Finally, a revised ASCE design interaction curve was proposed and shown to outperform the original ASCE design interaction curve.</div></div>","PeriodicalId":49435,"journal":{"name":"Thin-Walled Structures","volume":"209 ","pages":"Article 112930"},"PeriodicalIF":5.7,"publicationDate":"2025-01-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143169134","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 : 2025-01-08DOI: 10.1016/j.tws.2025.112931
Yu-Yi Ye , José Gonilha , Nuno Silvestre , João R. Correia
This paper presents an experimental study on the web-crippling behavior of pultruded glass fiber reinforced polymer (GFRP) I-section profiles under localized one-flange loading. The study had two objectives: (i) to gain insight into the behavior of profiles under localized one-flange loading, which has not yet been sufficiently investigated, and (ii) to provide comprehensive experimental data for the future development of design methods. A total of 61 specimens were tested, 31 under end-one-flange (EOF) loading and 30 under interior-one-flange (IOF) loading. The test parameters included three bearing lengths (15/40/70 mm) and four profiles. The results showed that the shape and material properties of the profiles had negligible effects on the failure modes and transverse compressive strain distributions. Conversely, the bearing length had a significant impact on the ultimate loads. The IOF ultimate loads were higher than the EOF ones with the shortest bearing length (15 mm), whereas the opposite occurred for the longest bearing length (70 mm); possible reasons for this are discussed.
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