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}
Pub Date : 2026-01-08DOI: 10.1016/j.jcsr.2026.110234
Xu-Ze Feng, Xue-Chun Liu, Xuesen Chen, Wei Zhou, Kun Meng
A connection for a novel composite beam and a cruciform thin concrete encased steel (TCES) column is proposed in this study. The H-shape steel skeleton of the composite beam is combined by two steels, the bottom steel is inverted T-shape, the top steel is T-shape only used for the beam bearing negative moment. The two steel members are connected at their webs by high-strength bolts. Rectangular openings are introduced in the steel web to enhance the shear interaction between the beam and slab, while also facilitating the passage of pipelines and rebars. Three full-scale specimens were tested under quasi-static loading to evaluate the effects of stud arrangement and bolt-hole size on the seismic performance of the joints. The tests investigated failure modes, crack propagation, hysteretic response, energy dissipation, stiffness degradation, and strain distribution. The results indicate that the proposed joint exhibits excellent seismic performance. Energy dissipation is achieved through flange slip and plate deformation under strong earthquakes. The rectangular web openings effectively enhance the composite action between the beam and slab. Studs on the top flange mitigate premature slab cracking, and elongated bolt holes allow slip deformation without reducing load-carrying capacity. Based on a validated finite element (FE) model, a parametric study was further performed to examine the influence of axial compression ratio, bolt number, bottom flange thickness of the cantilever beam, and composite beam configuration on joint seismic behavior. Finally, calculation formulas for yielding and ultimate moments of the joint were developed and validated, showing good agreement with both test results and FE simulations.
{"title":"Seismic performance of joints for a novel composite beam and cruciform thin concrete encased steel column","authors":"Xu-Ze Feng, Xue-Chun Liu, Xuesen Chen, Wei Zhou, Kun Meng","doi":"10.1016/j.jcsr.2026.110234","DOIUrl":"10.1016/j.jcsr.2026.110234","url":null,"abstract":"<div><div>A connection for a novel composite beam and a cruciform thin concrete encased steel (TCES) column is proposed in this study. The H-shape steel skeleton of the composite beam is combined by two steels, the bottom steel is inverted T-shape, the top steel is T-shape only used for the beam bearing negative moment. The two steel members are connected at their webs by high-strength bolts. Rectangular openings are introduced in the steel web to enhance the shear interaction between the beam and slab, while also facilitating the passage of pipelines and rebars. Three full-scale specimens were tested under quasi-static loading to evaluate the effects of stud arrangement and bolt-hole size on the seismic performance of the joints. The tests investigated failure modes, crack propagation, hysteretic response, energy dissipation, stiffness degradation, and strain distribution. The results indicate that the proposed joint exhibits excellent seismic performance. Energy dissipation is achieved through flange slip and plate deformation under strong earthquakes. The rectangular web openings effectively enhance the composite action between the beam and slab. Studs on the top flange mitigate premature slab cracking, and elongated bolt holes allow slip deformation without reducing load-carrying capacity. Based on a validated finite element (FE) model, a parametric study was further performed to examine the influence of axial compression ratio, bolt number, bottom flange thickness of the cantilever beam, and composite beam configuration on joint seismic behavior. Finally, calculation formulas for yielding and ultimate moments of the joint were developed and validated, showing good agreement with both test results and FE simulations.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110234"},"PeriodicalIF":4.0,"publicationDate":"2026-01-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145940932","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 : 2026-01-07DOI: 10.1016/j.jcsr.2026.110233
Bin Cai , Yuyan Wang , Lixiang Zhang , Lin Wang , Feng Fu
In this paper, lightweight concrete with different volcanic scoria coarse aggregate (VSCA) replacement ratios (0 %, 25 %, 50 %, 75 %, 100 %) into steel tube of varying wall thicknesses (2.5 mm, 3 mm, 4 mm), 15 volcanic scoria concrete-filled steel tube (VSCFST) stub column specimens were tested. A systematic study was conducted on the effects of VSCA replacement ratios and steel ratios (6.35 %, 7.69 %, 10.45 %) on their axial compressive capacity. The test results demonstrated that when the VSCA replacement ratio ≤ 50 % and the steel tube wall thickness ≥ 4 mm, the specimens primarily exhibit mid-section buckling failure; when the VSCA replacement ratio ≥ 75 % or the wall thickness ≤ 3 mm, the specimens are prone to end-section shear failure. As the VSCA replacement ratio increases, the ultimate load capacity, elastic stiffness, and ductility of the specimens all show a decreasing trend; however, increasing the wall thickness of steel tube can effectively enhance these mechanical properties. This phenomenon can be attributed to the incorporation of VSCA weakening the synergistic effect between concrete and steel tube. Additionally, the reliability of the finite element model developed in Abaqus software was validated using the test results, followed by a comprehensive parameter analysis. Finally, the applicability of current design codes was verified by comparing experimental data, and a modified ultimate load capacity calculation formula considering the VSCA replacement ratios and steel tube confinement effect was developed. This formula predicts the ultimate load capacity of VSCFST stub columns with a deviation within 5 % from the experimental values.
{"title":"Axial compressive capacity of volcanic scoria concrete-filled circular steel tube stub columns","authors":"Bin Cai , Yuyan Wang , Lixiang Zhang , Lin Wang , Feng Fu","doi":"10.1016/j.jcsr.2026.110233","DOIUrl":"10.1016/j.jcsr.2026.110233","url":null,"abstract":"<div><div>In this paper, lightweight concrete with different volcanic scoria coarse aggregate (VSCA) replacement ratios (0 %, 25 %, 50 %, 75 %, 100 %) into steel tube of varying wall thicknesses (2.5 mm, 3 mm, 4 mm), 15 volcanic scoria concrete-filled steel tube (VSCFST) stub column specimens were tested. A systematic study was conducted on the effects of VSCA replacement ratios and steel ratios (6.35 %, 7.69 %, 10.45 %) on their axial compressive capacity. The test results demonstrated that when the VSCA replacement ratio ≤ 50 % and the steel tube wall thickness ≥ 4 mm, the specimens primarily exhibit mid-section buckling failure; when the VSCA replacement ratio ≥ 75 % or the wall thickness ≤ 3 mm, the specimens are prone to end-section shear failure. As the VSCA replacement ratio increases, the ultimate load capacity, elastic stiffness, and ductility of the specimens all show a decreasing trend; however, increasing the wall thickness of steel tube can effectively enhance these mechanical properties. This phenomenon can be attributed to the incorporation of VSCA weakening the synergistic effect between concrete and steel tube. Additionally, the reliability of the finite element model developed in Abaqus software was validated using the test results, followed by a comprehensive parameter analysis. Finally, the applicability of current design codes was verified by comparing experimental data, and a modified ultimate load capacity calculation formula considering the VSCA replacement ratios and steel tube confinement effect was developed. This formula predicts the ultimate load capacity of VSCFST stub columns with a deviation within 5 % from the experimental values.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110233"},"PeriodicalIF":4.0,"publicationDate":"2026-01-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145940934","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 : 2026-01-06DOI: 10.1016/j.jcsr.2025.110230
Shenggang Fan , Lizhi Hu , Tiangui Xu , Yiwen Wu , Shengjie Duan
Full-scale fire tests were conducted on fully welded connection joints in steel frames (FWC-SF) to investigate the effects of load ratio and fireproof coating on the fire resistance, critical temperature, and failure modes. Three specimens were tested, the temperature distributions and deformation responses under fire exposure were obtained. The results indicated that the heating rates of FWC-SF joint components varied, while fireproof coating could mitigate these differentials. Local buckling of the highly heated steel beam bottom flange and web was identified as the fundamental cause of joint failure, with the beam load ratio being the dominant factor affecting fire resistance. Finite element (FE) models were developed and reproduced the temperature field and fire performance of FWC-SF joints as recorded. A series of parametric studies was performed, revealing a threshold effect of column load ratio on fire resistance, and acquiring reduction factors for the initial rotational stiffness and ultimate bending moment of the FWC-SF joint at elevated temperatures. At 600 °C, the ultimate moment decreases by about 50 %, while the initial rotational stiffness is reduced to 15 %, and the FWC-SF joints nearly lose rotational stiffness above 700 °C.
{"title":"Fire resistance of beam-to-column fully welded connection joint in steel frame","authors":"Shenggang Fan , Lizhi Hu , Tiangui Xu , Yiwen Wu , Shengjie Duan","doi":"10.1016/j.jcsr.2025.110230","DOIUrl":"10.1016/j.jcsr.2025.110230","url":null,"abstract":"<div><div>Full-scale fire tests were conducted on fully welded connection joints in steel frames (FWC-SF) to investigate the effects of load ratio and fireproof coating on the fire resistance, critical temperature, and failure modes. Three specimens were tested, the temperature distributions and deformation responses under fire exposure were obtained. The results indicated that the heating rates of FWC-SF joint components varied, while fireproof coating could mitigate these differentials. Local buckling of the highly heated steel beam bottom flange and web was identified as the fundamental cause of joint failure, with the beam load ratio being the dominant factor affecting fire resistance. Finite element (FE) models were developed and reproduced the temperature field and fire performance of FWC-SF joints as recorded. A series of parametric studies was performed, revealing a threshold effect of column load ratio on fire resistance, and acquiring reduction factors for the initial rotational stiffness and ultimate bending moment of the FWC-SF joint at elevated temperatures. At 600 °C, the ultimate moment decreases by about 50 %, while the initial rotational stiffness is reduced to 15 %, and the FWC-SF joints nearly lose rotational stiffness above 700 °C.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110230"},"PeriodicalIF":4.0,"publicationDate":"2026-01-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145940909","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 : 2026-01-06DOI: 10.1016/j.jcsr.2025.110227
Wen-zhuo Yu , Jing Liu , Wen-jun Wang , Guo-hui Cao , Yi-ming Yang , Zhi-cheng Pan
Rectangular concrete-filled steel tube (RCFST) columns have been widely applied in structural engineering because of their outstanding mechanical performance and construction efficiency. To address the limited confinement provided by single-cavity steel tubes in members with high width-to-thickness ratios, a multi-cavity RCFST (M-RCFST) configuration is proposed, in which stiffening steel plates partition the concrete core into multiple compartments. Quasi-static tests were conducted on eight M-RCFST specimens to examine the effects of cavity arrangement and axial compression ratio on key performance indices, including load-bearing capacity, stiffness, ductility, and energy dissipation, as well as failure mechanisms and load–displacement responses. The results indicate that an increase in cavity number significantly enhances load-bearing capacity, stiffness, energy dissipation, and ductility. By comparison, a higher axial compression ratio shows a limited effect on most properties but generally leads to reduced ductility. Based on the experimental results, a quasi-static finite element model of M-RCFST columns was established using ABAQUS and reproduced the observed failure modes, with acceptable agreement in hysteretic and skeleton curves. The average ratio of simulated to experimental peak load is 0.966, confirming the reliability of the numerical model. On this basis, a parametric study was carried out by varying cavity number, axial compression ratio, concrete strength, and steel strength. A restoring force model for M-RCFST columns was then developed from the finite element results and effectively represents the hysteretic response of the specimens. These results provide a quantitative basis for optimizing the seismic design of M-RCFST columns and support the development of engineering applications.
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