Pub Date : 2026-01-15DOI: 10.1016/j.jcsr.2026.110235
Yuxuan Zou , Rui Wei , Yu Shi , Xinmei Yao
A series of tests and numerical analyses were conducted in this study to investigate the seismic performance of frame-supported cold-formed thin-walled steel structures (FCTSS). The FCTSS consists of two parts. The lower part was reinforced concrete or steel frame, and the upper part was comprised of cold-formed thin-walled steel walls. The variables include the lower frame type, interstory stiffness ratio, vertical load, and screw spacing. The experimental and numerical results reveal that all lower frames remained elastic without visible damage, while the upper walls experienced severe damage, involving corner crushing, rigid rotation, and out-of-plane buckling of Oriented Strand Board (OSB) panels. Compared with walls supported by steel frames, walls supported by reinforced concrete frames demonstrated slightly higher yield and peak loads, whereas the ductility decreased. The increase in the stiffness of the lower frame exerted a negligible impact on the seismic response of the upper walls. Notably, reducing the perimeter screw spacing significantly improved the cyclic behavior of upper walls.
{"title":"Experimental study on frame-supported cold-formed thin-walled steel structure","authors":"Yuxuan Zou , Rui Wei , Yu Shi , Xinmei Yao","doi":"10.1016/j.jcsr.2026.110235","DOIUrl":"10.1016/j.jcsr.2026.110235","url":null,"abstract":"<div><div>A series of tests and numerical analyses were conducted in this study to investigate the seismic performance of frame-supported cold-formed thin-walled steel structures (FCTSS). The FCTSS consists of two parts. The lower part was reinforced concrete or steel frame, and the upper part was comprised of cold-formed thin-walled steel walls. The variables include the lower frame type, interstory stiffness ratio, vertical load, and screw spacing. The experimental and numerical results reveal that all lower frames remained elastic without visible damage, while the upper walls experienced severe damage, involving corner crushing, rigid rotation, and out-of-plane buckling of Oriented Strand Board (OSB) panels. Compared with walls supported by steel frames, walls supported by reinforced concrete frames demonstrated slightly higher yield and peak loads, whereas the ductility decreased. The increase in the stiffness of the lower frame exerted a negligible impact on the seismic response of the upper walls. Notably, reducing the perimeter screw spacing significantly improved the cyclic behavior of upper walls.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110235"},"PeriodicalIF":4.0,"publicationDate":"2026-01-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979393","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This study proposes a rapid method for quantifying fatigue degradation in welded joints with undercut defects. Cruciform joints with precisely machined undercut defects were fabricated through wire cutting, and fatigue tests were conducted with damage evolution monitored by acoustic emission (AE) signals. A finite element model incorporating AE-based fatigue damage mechanics was developed on the ABAQUS platform to simulate the fatigue failure process, and its reliability was validated against experimental data. The model was further employed to investigate the influence of undercut depth and radius on fatigue strength. Parametric analyses revealed that increasing defect depth and decreasing defect radius both markedly reduce fatigue performance, with depth exerting a dominant effect. Certain combinations of depth and radius led to similar reductions in fatigue strength, highlighting the coupled impact of geometric parameters. Based on numerical simulations, practical fatigue performance evaluation curves were proposed, including a simplified allowable-depth curve for cases where only defect depth can be measured. By integrating AE-based damage mechanics with defect-geometry numerical modeling, the proposed approach provides a rapid and reliable tool for assessing fatigue degradation and quality control of undercut-affected welded joints, ensuring structural safety while significantly improving assessment efficiency.
{"title":"Fatigue performance evaluation of stainless steel cruciform joint with welding undercut defects","authors":"Zhikuan Ren , Haosong Chang , Qingrui Yue , Xiaogang Liu","doi":"10.1016/j.jcsr.2026.110249","DOIUrl":"10.1016/j.jcsr.2026.110249","url":null,"abstract":"<div><div>This study proposes a rapid method for quantifying fatigue degradation in welded joints with undercut defects. Cruciform joints with precisely machined undercut defects were fabricated through wire cutting, and fatigue tests were conducted with damage evolution monitored by acoustic emission (AE) signals. A finite element model incorporating AE-based fatigue damage mechanics was developed on the ABAQUS platform to simulate the fatigue failure process, and its reliability was validated against experimental data. The model was further employed to investigate the influence of undercut depth and radius on fatigue strength. Parametric analyses revealed that increasing defect depth and decreasing defect radius both markedly reduce fatigue performance, with depth exerting a dominant effect. Certain combinations of depth and radius led to similar reductions in fatigue strength, highlighting the coupled impact of geometric parameters. Based on numerical simulations, practical fatigue performance evaluation curves were proposed, including a simplified allowable-depth curve for cases where only defect depth can be measured. By integrating AE-based damage mechanics with defect-geometry numerical modeling, the proposed approach provides a rapid and reliable tool for assessing fatigue degradation and quality control of undercut-affected welded joints, ensuring structural safety while significantly improving assessment efficiency.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110249"},"PeriodicalIF":4.0,"publicationDate":"2026-01-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979395","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-14DOI: 10.1016/j.jcsr.2026.110244
Wei Wang , Krishanu Roy , Hooman Rezaeian , Renzhe Ma , Linfeng Lu , Zhengxin Xie , James B.P. Lim
This study develops a validated finite element (FE) model for T-stub connections with Howick Rivet Connectors (HRCs) and carries out a systematic parametric analysis considering variations in rivet diameter, plate thickness, and steel grade. Using numerical simulations together with previously published experimental data, the accuracy of existing bearing and shear strength formulas is evaluated, revealing substantial discrepancies when these formulas are applied to a wider dataset. To address these limitations, new strength formulas are proposed and validated through reliability analysis, achieving an average test/FEA-to-predicted ratio of 1.04 and correctly identifying failure modes in 91% of cases. Compared with existing design formulas, the proposed equations reduce prediction bias by approximately 18% and decrease strength dispersion by about 5%, demonstrating notable improvements in both accuracy and reliability. Based on the combined numerical and experimental findings, design recommendations are provided to support the practical use of HRC connections in cold-formed steel structures.
{"title":"Design recommendations for Howick Rivet Connectors in cold-formed steel connections","authors":"Wei Wang , Krishanu Roy , Hooman Rezaeian , Renzhe Ma , Linfeng Lu , Zhengxin Xie , James B.P. Lim","doi":"10.1016/j.jcsr.2026.110244","DOIUrl":"10.1016/j.jcsr.2026.110244","url":null,"abstract":"<div><div>This study develops a validated finite element (FE) model for T-stub connections with Howick Rivet Connectors (HRCs) and carries out a systematic parametric analysis considering variations in rivet diameter, plate thickness, and steel grade. Using numerical simulations together with previously published experimental data, the accuracy of existing bearing and shear strength formulas is evaluated, revealing substantial discrepancies when these formulas are applied to a wider dataset. To address these limitations, new strength formulas are proposed and validated through reliability analysis, achieving an average test/FEA-to-predicted ratio of 1.04 and correctly identifying failure modes in 91% of cases. Compared with existing design formulas, the proposed equations reduce prediction bias by approximately 18% and decrease strength dispersion by about 5%, demonstrating notable improvements in both accuracy and reliability. Based on the combined numerical and experimental findings, design recommendations are provided to support the practical use of HRC connections in cold-formed steel structures.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110244"},"PeriodicalIF":4.0,"publicationDate":"2026-01-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979397","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-12DOI: 10.1016/j.jcsr.2026.110236
Kai Qian , Pengfei Xiao , Xi Lan , Feng Fu , Zhi Li
A possible solution for enhancing the resistance of welded steel frames against progressive collapse is external installation of prestressed strands. Although several experimental studies have been conducted on steel frames with prestressed strands, most of these studies have focused only on individual joints or single-story substructures, while neglecting the interaction between different stories in multi-story frames. The objective of this research is to conduct a detailed study on the impact of prestressed strands on the progressive collapse resistance of welded steel frame structures. Pushdown tests were performed on two-story steel frame substructures with and without prestressed strand strengthening. Additionally, corresponding numerical models were established using LS-DYNA. Further parametric analyses were conducted to investigate the effects of prestressing level, strand diameter, layout type, and lateral restraint stiffness on the collapse resistance. The results show that the load-carrying capacity of frames strengthened with prestressed strands is higher than that of bare steel frames, which is mainly attributed to the significant enhancement of the frame's catenary action (CA) capacity after prestressed strand strengthening. Furthermore, analysis of horizontal reaction forces indicates that there are differences in the CA resistance among different stories. Through numerical analyses, it is concluded that compared with polyline and diagonal layouts, the straight and parallel layout provide a more significant enhancement in the load resistance of steel frames.
{"title":"Behavior of two-storey welded steel frames strengthened with external prestressed strands","authors":"Kai Qian , Pengfei Xiao , Xi Lan , Feng Fu , Zhi Li","doi":"10.1016/j.jcsr.2026.110236","DOIUrl":"10.1016/j.jcsr.2026.110236","url":null,"abstract":"<div><div>A possible solution for enhancing the resistance of welded steel frames against progressive collapse is external installation of prestressed strands. Although several experimental studies have been conducted on steel frames with prestressed strands, most of these studies have focused only on individual joints or single-story substructures, while neglecting the interaction between different stories in multi-story frames. The objective of this research is to conduct a detailed study on the impact of prestressed strands on the progressive collapse resistance of welded steel frame structures. Pushdown tests were performed on two-story steel frame substructures with and without prestressed strand strengthening. Additionally, corresponding numerical models were established using LS-DYNA. Further parametric analyses were conducted to investigate the effects of prestressing level, strand diameter, layout type, and lateral restraint stiffness on the collapse resistance. The results show that the load-carrying capacity of frames strengthened with prestressed strands is higher than that of bare steel frames, which is mainly attributed to the significant enhancement of the frame's catenary action (CA) capacity after prestressed strand strengthening. Furthermore, analysis of horizontal reaction forces indicates that there are differences in the CA resistance among different stories. Through numerical analyses, it is concluded that compared with polyline and diagonal layouts, the straight and parallel layout provide a more significant enhancement in the load resistance of steel frames.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110236"},"PeriodicalIF":4.0,"publicationDate":"2026-01-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979391","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-12DOI: 10.1016/j.jcsr.2025.110228
Chaobei Gao , Ying Wu , Zhuohong Du , Kang Cen
Dents, common defects in natural gas pipelines, can cause stress concentration, which can potentially lead to leaks or ruptures and pose significant safety risks. This study presents a pipeline dent damage assessment method based on the modified Mohr–Coulomb ductile fracture criterion and the finite element method. A dual-criterion framework incorporating a damage monitoring criterion and a damage fracture criterion is established. This system employs a hybrid test-simulation approach combined with the modified Mohr–Coulomb criterion. A cumulative-damage finite element model that accounts for a historical variable is developed, and this method addresses the shortcomings of traditional approaches that overlook damage accumulation effects. On this basis, dent depth is integrated with the historical variable, and two assessment indicators are proposed, namely the damage monitoring threshold and the damage fracture threshold. Through multi-factor threshold analysis, the method demonstrates high adaptability and effectiveness in engineering applications. Overall, this study provides a practical and reliable solution for pipeline integrity assessment.
{"title":"Damage assessment method for natural gas pipeline dents via modified Mohr-Coulomb criterion","authors":"Chaobei Gao , Ying Wu , Zhuohong Du , Kang Cen","doi":"10.1016/j.jcsr.2025.110228","DOIUrl":"10.1016/j.jcsr.2025.110228","url":null,"abstract":"<div><div>Dents, common defects in natural gas pipelines, can cause stress concentration, which can potentially lead to leaks or ruptures and pose significant safety risks. This study presents a pipeline dent damage assessment method based on the modified Mohr–Coulomb ductile fracture criterion and the finite element method. A dual-criterion framework incorporating a damage monitoring criterion and a damage fracture criterion is established. This system employs a hybrid test-simulation approach combined with the modified Mohr–Coulomb criterion. A cumulative-damage finite element model that accounts for a historical variable is developed, and this method addresses the shortcomings of traditional approaches that overlook damage accumulation effects. On this basis, dent depth is integrated with the historical variable, and two assessment indicators are proposed, namely the damage monitoring threshold and the damage fracture threshold. Through multi-factor threshold analysis, the method demonstrates high adaptability and effectiveness in engineering applications. Overall, this study provides a practical and reliable solution for pipeline integrity assessment.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110228"},"PeriodicalIF":4.0,"publicationDate":"2026-01-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979396","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-10DOI: 10.1016/j.jcsr.2025.110226
Wentao Liang , Yuanlong Yang , Jian Zhang , Xiangsheng Chen , Xiong Peng , Yohchia Frank Chen
The double steel plate-concrete composite shear wall (DSCW) is a promising structure for high-rise buildings due to its excellent performance and construction efficiency. This study proposes a novel theoretical model, diagonal-extremum model, to accurately predict the shear strength of DSCW. The model is developed through mechanical analysis and the Lagrange multiplier method. Validation against 24 experimental results demonstrates its high accuracy, with an average calculated-to-tested strength ratio of 0.94 and a standard deviation of 6.9 %. Furthermore, a comprehensive finite element (FE) analysis involving 600 models confirms the model's superiority over the current Chinese code (JGJ 380–2015), showing that our model achieves a prediction error within ±15 % for 94 % of the cases, significantly outperforming the code method. The proposed model provides a more reliable and theoretically sound tool for the design and analysis of DSCW.
{"title":"Diagonal-extremum model for shear strength in double steel plate-concrete composite shear wall","authors":"Wentao Liang , Yuanlong Yang , Jian Zhang , Xiangsheng Chen , Xiong Peng , Yohchia Frank Chen","doi":"10.1016/j.jcsr.2025.110226","DOIUrl":"10.1016/j.jcsr.2025.110226","url":null,"abstract":"<div><div>The double steel plate-concrete composite shear wall (DSCW) is a promising structure for high-rise buildings due to its excellent performance and construction efficiency. This study proposes a novel theoretical model, <em>diagonal-extremum model</em>, to accurately predict the shear strength of DSCW. The model is developed through mechanical analysis and the Lagrange multiplier method. Validation against 24 experimental results demonstrates its high accuracy, with an average calculated-to-tested strength ratio of 0.94 and a standard deviation of 6.9 %. Furthermore, a comprehensive finite element (FE) analysis involving 600 models confirms the model's superiority over the current Chinese code (JGJ 380–2015), showing that our model achieves a prediction error within ±15 % for 94 % of the cases, significantly outperforming the code method. The proposed model provides a more reliable and theoretically sound tool for the design and analysis of DSCW.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110226"},"PeriodicalIF":4.0,"publicationDate":"2026-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979392","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-09DOI: 10.1016/j.jcsr.2026.110232
Zhuo Chen , Zhi-Bin Wang , Jia-Chun Chen , Dong Li , Jing-Dong Tong
The torsional performance of steel-reinforced concrete-filled (circular) stainless steel tubular (SRCFSST) specimens was evaluated through experiments on fourteen specimens, including circular SRCFSST specimens and their concrete-filled (circular) stainless steel tubular (CFSST) counterparts. Embedding carbon profiled steel (CPS) increased the torsional resistance and stiffness of circular CFSST specimens by up to 27.2 % and 37.8 %, respectively. The CPS effectively delayed the propagation of concrete cracks. A finite element (FE) model was built for torsional analysis of circular SRCFSST specimens, and the simulation results agreed well with the test data. The mechanism analysis demonstrated that the CPS enhanced the confinement effect, leading to a significant increase (32.6 %) in the shear resistance of concrete. FE parametric analysis further revealed that both torsional stiffness and resistance increased with increasing steel ratios. Finally, simplified models were developed for predicting the torsional stiffness and resistance of circular SRCFSST specimens.
{"title":"Torsional behaviour of steel-reinforced concrete-filled circular stainless steel tubular specimens","authors":"Zhuo Chen , Zhi-Bin Wang , Jia-Chun Chen , Dong Li , Jing-Dong Tong","doi":"10.1016/j.jcsr.2026.110232","DOIUrl":"10.1016/j.jcsr.2026.110232","url":null,"abstract":"<div><div>The torsional performance of steel-reinforced concrete-filled (circular) stainless steel tubular (SRCFSST) specimens was evaluated through experiments on fourteen specimens, including circular SRCFSST specimens and their concrete-filled (circular) stainless steel tubular (CFSST) counterparts. Embedding carbon profiled steel (CPS) increased the torsional resistance and stiffness of circular CFSST specimens by up to 27.2 % and 37.8 %, respectively. The CPS effectively delayed the propagation of concrete cracks. A finite element (FE) model was built for torsional analysis of circular SRCFSST specimens, and the simulation results agreed well with the test data. The mechanism analysis demonstrated that the CPS enhanced the confinement effect, leading to a significant increase (32.6 %) in the shear resistance of concrete. FE parametric analysis further revealed that both torsional stiffness and resistance increased with increasing steel ratios. Finally, simplified models were developed for predicting the torsional stiffness and resistance of circular SRCFSST specimens.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110232"},"PeriodicalIF":4.0,"publicationDate":"2026-01-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145940933","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Conventional H-section composite beams for long-span construction are susceptible to lateral-torsional buckling (LTB), particularly during the construction phase. This study introduces the Wide Steel Composite (WSC) girder, a novel section designed to address this vulnerability and enable slim-floor construction. The WSC girder consists of an H-section with a C-channel welded to its bottom flange to enhance torsional rigidity. This enhanced rigidity was quantified through finite element analysis (FEA), which demonstrated that the torsional constant () and warping constant () increased by up to 1.42 and 2.69 times, respectively, compared to a standard H-section. The girder's flexural performance was then investigated through four-point bending tests on five specimens with varying shear connector configurations. All WSC composite girders exhibited ductile flexural behavior, failing by concrete crushing after significant steel yielding. Notably, the specimen relying only on transverse stiffeners achieved comparable strength to those with traditional shear connectors, demonstrating that the stiffeners provide sufficient shear transfer through direct bearing. The experimental flexural strengths exceeded the nominal strengths calculated via the AISC 360–22 plastic stress distribution method by 15–18 %. The non-composite WSC girder's strength was also accurately predicted by AISC 360–22 Chapter F and validated by FEA.
{"title":"Flexural and torsional behavior of H-section composite girders with welded C-channels","authors":"In-Rak Choi , Sung-Chan Yang , Jae-Hwan Kyung , Sang-Hyeon Jeon","doi":"10.1016/j.jcsr.2025.110217","DOIUrl":"10.1016/j.jcsr.2025.110217","url":null,"abstract":"<div><div>Conventional H-section composite beams for long-span construction are susceptible to lateral-torsional buckling (LTB), particularly during the construction phase. This study introduces the Wide Steel Composite (WSC) girder, a novel section designed to address this vulnerability and enable slim-floor construction. The WSC girder consists of an H-section with a C-channel welded to its bottom flange to enhance torsional rigidity. This enhanced rigidity was quantified through finite element analysis (FEA), which demonstrated that the torsional constant (<span><math><mi>J</mi></math></span>) and warping constant (<span><math><msub><mi>C</mi><mi>w</mi></msub></math></span>) increased by up to 1.42 and 2.69 times, respectively, compared to a standard H-section. The girder's flexural performance was then investigated through four-point bending tests on five specimens with varying shear connector configurations. All WSC composite girders exhibited ductile flexural behavior, failing by concrete crushing after significant steel yielding. Notably, the specimen relying only on transverse stiffeners achieved comparable strength to those with traditional shear connectors, demonstrating that the stiffeners provide sufficient shear transfer through direct bearing. The experimental flexural strengths exceeded the nominal strengths calculated via the AISC 360–22 plastic stress distribution method by 15–18 %. The non-composite WSC girder's strength was also accurately predicted by AISC 360–22 Chapter F and validated by FEA.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110217"},"PeriodicalIF":4.0,"publicationDate":"2026-01-09","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145941021","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-08DOI: 10.1016/j.jcsr.2025.110220
Chang Wei Yao , Chun Sheng Wang , Wen Ting Zhang
This study develops a novel theoretical model based on rotational shell theory for analyzing elastic bending-torsion coupling in curved composite box-girders with corrugated steel webs (CCBG-CSWs). The model incorporates key factors including initial curvature and its transverse variation, shear deformation, and the flexural contribution of the webs, with its accuracy confirmed by experimental and numerical validations. The results demonstrate that the bending-torsion coupling intensifies within specific parameter ranges: a span-to-radius ratio exceeding 0.6, a radius-to-width ratio below 10, or a bending-to-torsion stiffness ratio exceeding 10. Under centerline loading, restrained torsion warping normal stress remains below 5.0 %, with negligible shear-lag effects. Inboard eccentric loading, however, reduces coupling while increasing distortional warping stress. Compared to flat steel webs, corrugated steel webs significantly reduce flexural stiffness, primarily due to the wrinkling effect, with minimal impact on torsional stiffness. Although the increased vertical shear area offers some compensation, it is insufficient to fully restore the flexural stiffness. Furthermore, incorporating the shear deformation of corrugated steel webs increases vertical deflection by 5.3 % without significantly increasing torsional angle or normal stress. Finally, accounting for their flexural contribution further reduces normal stress by 4.5 %. In summary, this study provides a robust theoretical method and critical insights for analyzing and optimizing CCBG-CSWs.
{"title":"A theoretical model of bending–torsion coupling behavior for curved composite box girders with corrugated steel webs","authors":"Chang Wei Yao , Chun Sheng Wang , Wen Ting Zhang","doi":"10.1016/j.jcsr.2025.110220","DOIUrl":"10.1016/j.jcsr.2025.110220","url":null,"abstract":"<div><div>This study develops a novel theoretical model based on rotational shell theory for analyzing elastic bending-torsion coupling in curved composite box-girders with corrugated steel webs (CCBG-CSWs). The model incorporates key factors including initial curvature and its transverse variation, shear deformation, and the flexural contribution of the webs, with its accuracy confirmed by experimental and numerical validations. The results demonstrate that the bending-torsion coupling intensifies within specific parameter ranges: a span-to-radius ratio exceeding 0.6, a radius-to-width ratio below 10, or a bending-to-torsion stiffness ratio exceeding 10. Under centerline loading, restrained torsion warping normal stress remains below 5.0 %, with negligible shear-lag effects. Inboard eccentric loading, however, reduces coupling while increasing distortional warping stress. Compared to flat steel webs, corrugated steel webs significantly reduce flexural stiffness, primarily due to the wrinkling effect, with minimal impact on torsional stiffness. Although the increased vertical shear area offers some compensation, it is insufficient to fully restore the flexural stiffness. Furthermore, incorporating the shear deformation of corrugated steel webs increases vertical deflection by 5.3 % without significantly increasing torsional angle or normal stress. Finally, accounting for their flexural contribution further reduces normal stress by 4.5 %. In summary, this study provides a robust theoretical method and critical insights for analyzing and optimizing CCBG-CSWs.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110220"},"PeriodicalIF":4.0,"publicationDate":"2026-01-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145923873","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2026-01-08DOI: 10.1016/j.jcsr.2025.110224
Yinglong Li , Faqi Liu , Jialu Ma , Shuquan Xu
Concrete-filled steel tubular (CFST) columns may experience reduced cross-sectional capacity due to environmental and accidental actions. External confinement retrofitting methods (ECRMs), such as fiber reinforced polymer (FRP) fabric bonding and tube-grout confinement schemes, offer practical strengthening solutions. However, existing calculation methods are typically limited to specific cross-sectional shapes or confinement schemes, with complex formulations or lacking general applicability. This paper develops a unified calculation method for predicting the cross-sectional capacity of confined CFST columns with various cross-sections (circular, square, and rectangular) and confinement schemes (FRP fabric external bonding, FRP tube-grout confining, and steel tube-grout confining). Comprehensive validation against a database of 277 experimental results demonstrates good prediction accuracy, with 70 % of predictions within ±13 % relative error. The proposed unified framework eliminates the need for multiple calculation approaches, providing engineers with a practical tool for design of strengthened CFST columns under diverse service conditions.
{"title":"A unified method for predicting cross-sectional capacity of confined CFST columns","authors":"Yinglong Li , Faqi Liu , Jialu Ma , Shuquan Xu","doi":"10.1016/j.jcsr.2025.110224","DOIUrl":"10.1016/j.jcsr.2025.110224","url":null,"abstract":"<div><div>Concrete-filled steel tubular (CFST) columns may experience reduced cross-sectional capacity due to environmental and accidental actions. External confinement retrofitting methods (ECRMs), such as fiber reinforced polymer (FRP) fabric bonding and tube-grout confinement schemes, offer practical strengthening solutions. However, existing calculation methods are typically limited to specific cross-sectional shapes or confinement schemes, with complex formulations or lacking general applicability. This paper develops a unified calculation method for predicting the cross-sectional capacity of confined CFST columns with various cross-sections (circular, square, and rectangular) and confinement schemes (FRP fabric external bonding, FRP tube-grout confining, and steel tube-grout confining). Comprehensive validation against a database of 277 experimental results demonstrates good prediction accuracy, with 70 % of predictions within ±13 % relative error. The proposed unified framework eliminates the need for multiple calculation approaches, providing engineers with a practical tool for design of strengthened CFST columns under diverse service conditions.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110224"},"PeriodicalIF":4.0,"publicationDate":"2026-01-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145940935","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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