Pub Date : 2026-01-29DOI: 10.1016/j.jcsr.2026.110265
Zhou-Peng Cai , Ji-Ping Hao , Xiao-Ling Sun , Qiang Xue , Jing-Hua Wang
A novel prestressed high-performance exposed column base (NECB) for concrete-filled steel tubular (CFST) columns is proposed, incorporating an innovative steel shoe beam configuration and high-strength prestressed anchor bolts (HPABs). The seismic performance of the NECB was evaluated through quasi-static cyclic tests and finite element (FE) simulations. Three half-scale specimens were examined to characterize failure mechanisms, hysteretic response, stiffness and strength degradation, and energy dissipation capacity. Experimental results show that the NECB consistently achieves superior load-bearing capacity, stiffness, deformation capacity, and energy dissipation compared with a conventional concrete-encased column base (CECB). Validated FE models were subsequently established to perform parametric studies investigating the effects of axial load ratio, steel shoe beam parameters, and HPAB prestressing levels on seismic behavior. The FE analyses reveal that increased axial load, greater stiffener thickness, and the application of anchor-bolt prestress all enhance the initial stiffness and energy dissipation capacity of the column base, with anchor-bolt prestressing providing the most significant improvement.
{"title":"Seismic performance of a novel prestressed high-performance exposed CFST column base","authors":"Zhou-Peng Cai , Ji-Ping Hao , Xiao-Ling Sun , Qiang Xue , Jing-Hua Wang","doi":"10.1016/j.jcsr.2026.110265","DOIUrl":"10.1016/j.jcsr.2026.110265","url":null,"abstract":"<div><div>A novel prestressed high-performance exposed column base (NECB) for concrete-filled steel tubular (CFST) columns is proposed, incorporating an innovative steel shoe beam configuration and high-strength prestressed anchor bolts (HPABs). The seismic performance of the NECB was evaluated through quasi-static cyclic tests and finite element (FE) simulations. Three half-scale specimens were examined to characterize failure mechanisms, hysteretic response, stiffness and strength degradation, and energy dissipation capacity. Experimental results show that the NECB consistently achieves superior load-bearing capacity, stiffness, deformation capacity, and energy dissipation compared with a conventional concrete-encased column base (CECB). Validated FE models were subsequently established to perform parametric studies investigating the effects of axial load ratio, steel shoe beam parameters, and HPAB prestressing levels on seismic behavior. The FE analyses reveal that increased axial load, greater stiffener thickness, and the application of anchor-bolt prestress all enhance the initial stiffness and energy dissipation capacity of the column base, with anchor-bolt prestressing providing the most significant improvement.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"240 ","pages":"Article 110265"},"PeriodicalIF":4.0,"publicationDate":"2026-01-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146076931","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 : 2026-01-29DOI: 10.1016/j.jcsr.2026.110254
Yongkang Kang , Bo Wen , Shuaishuai Ji , Alessio Fumagalli , Zhengyao Yu , Wen Xia
This paper proposes a tandem self-centering double-stage yielding buckling-restrained brace (TSCDY-BRB). A staged-stiffness restoring-force model and a three-dimensional finite element model are developed and validated against quasi-static tests, and reproduce the hysteretic response within about 15% error. The brace exhibits stable flag-shaped hysteresis, transitioning from a single-flag loop at small drifts to a flag with a second yielding plateau after the Group-2 cores engage. Parametric studies indicate that prestress sets the strength baseline and controls recentering; strand diameter influences post-activation stiffness; the Group-1 core area dictates initial strength, stiffness and low-amplitude energy dissipation; the Group-2 core area governs Stage II strength, stiffness and high-amplitude dissipation; and a larger preset gap delays Stage II activation, improving recentering but reducing damping. Within the studied range, single-cycle energy dissipation reaches 6.5–10.5 kJ, with an equivalent viscous damping ratio of 0.12–0.17, and the residual-to-peak displacement ratio remains below 3% with suitable prestress and gap. For design, an initial prestress about 1.5 times the combined yield force of the two core groups is recommended, and the preset engagement gap and the yield displacement of the Group-2 cores should be coordinated with the target peak displacement to ensure effective recentering and staged energy dissipation. System-level analysis of a six-story steel frame shows that, compared with a double-stage yielding BRB frame of identical initial properties, the TSCDY-BRB frame achieves much smaller residual drifts while maintaining comparable peak drifts under 0.2 g and 0.4 g excitations, confirming its effectiveness over different seismic levels.
{"title":"Hysteretic behavior of a tandem self-centering double-stage yielding buckling-restrained brace","authors":"Yongkang Kang , Bo Wen , Shuaishuai Ji , Alessio Fumagalli , Zhengyao Yu , Wen Xia","doi":"10.1016/j.jcsr.2026.110254","DOIUrl":"10.1016/j.jcsr.2026.110254","url":null,"abstract":"<div><div>This paper proposes a tandem self-centering double-stage yielding buckling-restrained brace (TSCDY-BRB). A staged-stiffness restoring-force model and a three-dimensional finite element model are developed and validated against quasi-static tests, and reproduce the hysteretic response within about 15% error. The brace exhibits stable flag-shaped hysteresis, transitioning from a single-flag loop at small drifts to a flag with a second yielding plateau after the Group-2 cores engage. Parametric studies indicate that prestress sets the strength baseline and controls recentering; strand diameter influences post-activation stiffness; the Group-1 core area dictates initial strength, stiffness and low-amplitude energy dissipation; the Group-2 core area governs Stage II strength, stiffness and high-amplitude dissipation; and a larger preset gap delays Stage II activation, improving recentering but reducing damping. Within the studied range, single-cycle energy dissipation reaches 6.5–10.5 kJ, with an equivalent viscous damping ratio of 0.12–0.17, and the residual-to-peak displacement ratio remains below 3% with suitable prestress and gap. For design, an initial prestress about 1.5 times the combined yield force of the two core groups is recommended, and the preset engagement gap and the yield displacement of the Group-2 cores should be coordinated with the target peak displacement to ensure effective recentering and staged energy dissipation. System-level analysis of a six-story steel frame shows that, compared with a double-stage yielding BRB frame of identical initial properties, the TSCDY-BRB frame achieves much smaller residual drifts while maintaining comparable peak drifts under 0.2 g and 0.4 g excitations, confirming its effectiveness over different seismic levels.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"240 ","pages":"Article 110254"},"PeriodicalIF":4.0,"publicationDate":"2026-01-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146057370","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 : 2026-01-22DOI: 10.1016/j.jcsr.2026.110252
Renzhang Yan , Haoping Ji , Shuai Wang , Penggang Zhu , Kai Peng , Changlong Zhang
Based on the steel pipe scaffold vertical pipes commonly used in engineering, this study established vertical pipe models under different splicing conditions. Adopting a combined method of theoretical derivation, numerical simulation, and experimental research, it conducted research on the influence law of vertical pipe splicing on its stability. Firstly, a calculation method for the stability of variable-section vertical pipes considering joint semi-rigidity was proposed through theoretical derivation. Subsequently, axial compression tests were carried out on vertical pipes with different splicing configurations, and combined with finite element simulation, the influence law of splicing positions on the ultimate bearing capacity and instability failure mode of vertical pipes was revealed. The research results show that: splicing of vertical pipes significantly enhances their ultimate bearing capacity, and the enhancement degree is closely related to the splicing position, with a maximum enhancement of 33.75%; additionally, the failure position of vertical pipes changes with different splicing conditions. Finally, a practical calculation method considering joint semi-rigidity and arbitrary position splicing was established through experimental correction.
{"title":"Impact of vertical pipe splicing on the stability of disk-buckle scaffolding","authors":"Renzhang Yan , Haoping Ji , Shuai Wang , Penggang Zhu , Kai Peng , Changlong Zhang","doi":"10.1016/j.jcsr.2026.110252","DOIUrl":"10.1016/j.jcsr.2026.110252","url":null,"abstract":"<div><div>Based on the steel pipe scaffold vertical pipes commonly used in engineering, this study established vertical pipe models under different splicing conditions. Adopting a combined method of theoretical derivation, numerical simulation, and experimental research, it conducted research on the influence law of vertical pipe splicing on its stability. Firstly, a calculation method for the stability of variable-section vertical pipes considering joint semi-rigidity was proposed through theoretical derivation. Subsequently, axial compression tests were carried out on vertical pipes with different splicing configurations, and combined with finite element simulation, the influence law of splicing positions on the ultimate bearing capacity and instability failure mode of vertical pipes was revealed. The research results show that: splicing of vertical pipes significantly enhances their ultimate bearing capacity, and the enhancement degree is closely related to the splicing position, with a maximum enhancement of 33.75%; additionally, the failure position of vertical pipes changes with different splicing conditions. Finally, a practical calculation method considering joint semi-rigidity and arbitrary position splicing was established through experimental correction.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110252"},"PeriodicalIF":4.0,"publicationDate":"2026-01-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146035168","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 : 2026-01-21DOI: 10.1016/j.jcsr.2026.110250
Zeyuan Jin , Yunbo Yang , Jinghai Yu , Bin Wang , Shuangqiu Cao , Zhongwei Zhao
This paper presents a prefabricated outer-sleeve strengthening method to address buckling of compression members in space structures. Eleven axial compression specimens and accompanying numerical analyses investigate the influence of key parameters on global stability. Results show that sleeve reinforcement significantly increases the ultimate bearing capacity, and failure modes are dominated by buckling at the middle span and sleeve slippage. It is revealed that rational hoop spacing is critical for preventing capacity degradation, and an optimal configuration is identified to ensure effective composite action. Finite-element analyses indicate that increasing geometric dimensions such as sleeve thickness and outer diameter effectively enhances the capacity through increased moment of inertia. Furthermore, the sensitivity of the strengthened members to initial imperfections is quantified. Theoretical derivations demonstrate that the lateral restraint provided by the sleeve significantly reduces the equivalent slenderness ratio, confirming that lateral restraint governs stability improvement. Based on the small-deflection theory and static equilibrium conditions, the prediction formula for the ultimate capacity of sleeved reinforced members is derived. Verification results demonstrate good agreement between the theoretical predicted values and experimental values. The findings offer a theoretical basis for engineering practice.
{"title":"Study on the global stability of members strengthened with outer sleeves","authors":"Zeyuan Jin , Yunbo Yang , Jinghai Yu , Bin Wang , Shuangqiu Cao , Zhongwei Zhao","doi":"10.1016/j.jcsr.2026.110250","DOIUrl":"10.1016/j.jcsr.2026.110250","url":null,"abstract":"<div><div>This paper presents a prefabricated outer-sleeve strengthening method to address buckling of compression members in space structures. Eleven axial compression specimens and accompanying numerical analyses investigate the influence of key parameters on global stability. Results show that sleeve reinforcement significantly increases the ultimate bearing capacity, and failure modes are dominated by buckling at the middle span and sleeve slippage. It is revealed that rational hoop spacing is critical for preventing capacity degradation, and an optimal configuration is identified to ensure effective composite action. Finite-element analyses indicate that increasing geometric dimensions such as sleeve thickness and outer diameter effectively enhances the capacity through increased moment of inertia. Furthermore, the sensitivity of the strengthened members to initial imperfections is quantified. Theoretical derivations demonstrate that the lateral restraint provided by the sleeve significantly reduces the equivalent slenderness ratio, confirming that lateral restraint governs stability improvement. Based on the small-deflection theory and static equilibrium conditions, the prediction formula for the ultimate capacity of sleeved reinforced members is derived. Verification results demonstrate good agreement between the theoretical predicted values and experimental values. The findings offer a theoretical basis for engineering practice.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110250"},"PeriodicalIF":4.0,"publicationDate":"2026-01-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146035170","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 : 2026-01-21DOI: 10.1016/j.jcsr.2026.110248
Pranoy Roy , Amiya K. Samanta
The rapid industrial and infrastructural growth throughout the globe generates a huge amount of Construction and Demolition (C&D) waste annually, which is mostly dumped and, as a result, degrades the environment largely. Recycled Brick Aggregate (RBA), which is mainly available from demolition of old masonry structures, can be processed as C&D waste, but it is primarily used for non-structural purposes due to its low strength and high water absorption capacity. On the other hand, cold formed steel is also used for non-structural applications due to its susceptibility to local buckling; however, it has proven its efficiency in providing passive confinement to concrete through enhanced load-carrying capacity and improved ductility. This study proposes a sustainable solution by considering a composite system of RBA concrete stub columns confined with thin-walled cold-formed steel, utilizing waste RBA to develop an effective structural solution for low-cost housing. In the present investigation, an experimental and numerical study on the axial compressive behaviour of seventy-five short columns has been conducted, where Natural Coarse Aggregate (NCA) was replaced with RBA in variable percentages of 0, 30, 50, 70 and 100, considering M30 grade concrete. The samples were divided into unconfined and confined samples with 1mm and 1.5mm thick cold formed lipped box sections of height 300mm and 500mm, respectively. Experimental results show improved performance in samples up to 30% replacement of NCA with RBA. The experimental peak loads were compared with existing codal stipulations and Finite Element Models (FEM). Based on the experimental data and findings, a Response Surface Methodology (RSM) based predictive equation is proposed for calculating the peak load applicable to similar configurations.
{"title":"Axial behavior of RBA concrete column confined with lipped cold-formed steel box","authors":"Pranoy Roy , Amiya K. Samanta","doi":"10.1016/j.jcsr.2026.110248","DOIUrl":"10.1016/j.jcsr.2026.110248","url":null,"abstract":"<div><div>The rapid industrial and infrastructural growth throughout the globe generates a huge amount of Construction and Demolition (C&D) waste annually, which is mostly dumped and, as a result, degrades the environment largely. Recycled Brick Aggregate (RBA), which is mainly available from demolition of old masonry structures, can be processed as C&D waste, but it is primarily used for non-structural purposes due to its low strength and high water absorption capacity. On the other hand, cold formed steel is also used for non-structural applications due to its susceptibility to local buckling; however, it has proven its efficiency in providing passive confinement to concrete through enhanced load-carrying capacity and improved ductility. This study proposes a sustainable solution by considering a composite system of RBA concrete stub columns confined with thin-walled cold-formed steel, utilizing waste RBA to develop an effective structural solution for low-cost housing. In the present investigation, an experimental and numerical study on the axial compressive behaviour of seventy-five short columns has been conducted, where Natural Coarse Aggregate (NCA) was replaced with RBA in variable percentages of 0, 30, 50, 70 and 100, considering M30 grade concrete. The samples were divided into unconfined and confined samples with 1mm and 1.5mm thick cold formed lipped box sections of height 300mm and 500mm, respectively. Experimental results show improved performance in samples up to 30% replacement of NCA with RBA. The experimental peak loads were compared with existing codal stipulations and Finite Element Models (FEM). Based on the experimental data and findings, a Response Surface Methodology (RSM) based predictive equation is proposed for calculating the peak load applicable to similar configurations.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110248"},"PeriodicalIF":4.0,"publicationDate":"2026-01-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146035169","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}
In extremely low-cycle fatigue (ELCF) tests using cylindrical specimens, localized necking deformation occurs, resulting in a non-uniform stress and strain state in the gauge section. Consequently, fatigue life is affected by gauge length. This effect impacts not only the fracture life but also the fatigue life up to the onset of strength degradation, which can be defined as the damage-initiation fatigue life. In this study, finite element analysis (FEA) was employed to examine the stress and strain state within a cylindrical specimen under ELCF conditions and investigate the influence of gauge length on the damage-initiation fatigue life. FEA was conducted based on two existing ELCF test methods using 490 N/mm2 grade steel with different gauge lengths and strain amplitudes ranging from 3% to 12%. Two material constitutive models capable of accurately reproducing the stress–strain behavior under constant-strain-amplitude cyclic loading were employed. At the specimen center—where the fracture initiates under ELCF conditions—the mean strain shifted toward the tensile side as the number of cycles increased and the strain amplitude exceeded the controlled strain amplitude measured between the gauge points. Furthermore, the shift in mean strain and the increase in strain amplitude were more pronounced in specimens with longer gauge lengths. The influence of gauge length on fatigue life can generally be assessed by evaluating the damage-initiation fatigue life using the rain-flow counting method and Miner's linear cumulative damage rule applied to the strain history at the specimen center.
{"title":"Numerical investigation of extremely low-cycle fatigue behavior in cylindrical steel specimens","authors":"Yoshiharu Sato , Suguru Itabashi , Yu Jiao , Satoshi Yamada","doi":"10.1016/j.jcsr.2026.110247","DOIUrl":"10.1016/j.jcsr.2026.110247","url":null,"abstract":"<div><div>In extremely low-cycle fatigue (ELCF) tests using cylindrical specimens, localized necking deformation occurs, resulting in a non-uniform stress and strain state in the gauge section. Consequently, fatigue life is affected by gauge length. This effect impacts not only the fracture life but also the fatigue life up to the onset of strength degradation, which can be defined as the damage-initiation fatigue life. In this study, finite element analysis (FEA) was employed to examine the stress and strain state within a cylindrical specimen under ELCF conditions and investigate the influence of gauge length on the damage-initiation fatigue life. FEA was conducted based on two existing ELCF test methods using 490 N/mm<sup>2</sup> grade steel with different gauge lengths and strain amplitudes ranging from 3% to 12%. Two material constitutive models capable of accurately reproducing the stress–strain behavior under constant-strain-amplitude cyclic loading were employed. At the specimen center—where the fracture initiates under ELCF conditions—the mean strain shifted toward the tensile side as the number of cycles increased and the strain amplitude exceeded the controlled strain amplitude measured between the gauge points. Furthermore, the shift in mean strain and the increase in strain amplitude were more pronounced in specimens with longer gauge lengths. The influence of gauge length on fatigue life can generally be assessed by evaluating the damage-initiation fatigue life using the rain-flow counting method and Miner's linear cumulative damage rule applied to the strain history at the specimen center.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110247"},"PeriodicalIF":4.0,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146035104","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 : 2026-01-19DOI: 10.1016/j.jcsr.2026.110253
Yunyun Zhu , Guanfan Chen , Jianrong Pan , Tulong Yin , Dian Wang
This study aims to enhance the seismic resilience of semi-rigid steel frames and to promote engineering applications through the optimized spatial deployment of a novel iron-based shape memory alloy shear-friction hybrid damper (FSMA-SFHD). The proposed FSMA-SFHD combines Fe-SMA shear plates with a friction unit, integrating the excellent low-cycle fatigue resistance of Fe-SMA with the rapid response of the friction unit under small-amplitude vibrations, thereby enabling efficient energy dissipation over the entire seismic cycle. To accurately simulate its mechanical behavior, a finite element model of the FSMA-SFHD was established based on the OpenSees platform, and its validity was verified through comparative mechanical performance tests. A multi-objective performance index that jointly considers inter-story drift ratio, floor acceleration, and roof displacement was formulated, and an elitist-preserving genetic algorithm was employed to optimize damper locations under a fixed damper quantity. Case studies on three-bay ten-story and four-bay eight-story frames show that the optimized layouts outperform random configurations: the optimized results demonstrate that, compared to random damper arrangements, the proposed scheme significantly enhances the peak displacement reduction ratio and base shear reduction ratio of the structure while maintaining the total number of dampers, thereby effectively improving the overall seismic performance.
{"title":"Seismic optimization design of Fe-SMA shear-friction hybrid dampers","authors":"Yunyun Zhu , Guanfan Chen , Jianrong Pan , Tulong Yin , Dian Wang","doi":"10.1016/j.jcsr.2026.110253","DOIUrl":"10.1016/j.jcsr.2026.110253","url":null,"abstract":"<div><div>This study aims to enhance the seismic resilience of semi-rigid steel frames and to promote engineering applications through the optimized spatial deployment of a novel iron-based shape memory alloy shear-friction hybrid damper (FSMA-SFHD). The proposed FSMA-SFHD combines Fe-SMA shear plates with a friction unit, integrating the excellent low-cycle fatigue resistance of Fe-SMA with the rapid response of the friction unit under small-amplitude vibrations, thereby enabling efficient energy dissipation over the entire seismic cycle. To accurately simulate its mechanical behavior, a finite element model of the FSMA-SFHD was established based on the OpenSees platform, and its validity was verified through comparative mechanical performance tests. A multi-objective performance index that jointly considers inter-story drift ratio, floor acceleration, and roof displacement was formulated, and an elitist-preserving genetic algorithm was employed to optimize damper locations under a fixed damper quantity. Case studies on three-bay ten-story and four-bay eight-story frames show that the optimized layouts outperform random configurations: the optimized results demonstrate that, compared to random damper arrangements, the proposed scheme significantly enhances the peak displacement reduction ratio and base shear reduction ratio of the structure while maintaining the total number of dampers, thereby effectively improving the overall seismic performance.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110253"},"PeriodicalIF":4.0,"publicationDate":"2026-01-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146035105","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 : 2026-01-17DOI: 10.1016/j.jcsr.2026.110251
Jiadi Liu , Yu Zhang , Shuang Lyu , Yang Liu , Zhihua Chen , Peng Sun , Qi An
Cold-formed thin-walled steel columns with asymmetric complex edges are widely used in the modular emergency buildings, yet the axial compressive behavior of these columns remains unclear. In this study, 32 specimens were tested under uniaxial compression to clarify failure modes and axial compressive capacity. Results revealed that specimens loaded through long flanges exhibit superior resistance to strength failure, while short-flange loaded specimens showed enhanced stability performance. Additionally, a finite element model (FEM) was developed and experimentally validated. Besides, the finite strip analysis revealed that specimens shorter than 900 mm primarily experienced distortional and local buckling, while those exceeding this length exhibited overall buckling. Finally, a theoretical calculation equation, based on the Direct Strength Method (DSM) formula in AISI, was proposed by integrating numerical simulation results and buckling mode contributions, resulting in improved prediction accuracy for critical buckling modes of varying slenderness ratios. The key results reveal the failure modes of cold-formed steel columns with slenderness ratios and propose the DSM-based theoretical equations, offering a reference for future engineering applications in the modular emergency buildings.
{"title":"Axial compressive behavior of an asymmetric steel columns in modular emergency buildings","authors":"Jiadi Liu , Yu Zhang , Shuang Lyu , Yang Liu , Zhihua Chen , Peng Sun , Qi An","doi":"10.1016/j.jcsr.2026.110251","DOIUrl":"10.1016/j.jcsr.2026.110251","url":null,"abstract":"<div><div>Cold-formed thin-walled steel columns with asymmetric complex edges are widely used in the modular emergency buildings, yet the axial compressive behavior of these columns remains unclear. In this study, 32 specimens were tested under uniaxial compression to clarify failure modes and axial compressive capacity. Results revealed that specimens loaded through long flanges exhibit superior resistance to strength failure, while short-flange loaded specimens showed enhanced stability performance. Additionally, a finite element model (FEM) was developed and experimentally validated. Besides, the finite strip analysis revealed that specimens shorter than 900 mm primarily experienced distortional and local buckling, while those exceeding this length exhibited overall buckling. Finally, a theoretical calculation equation, based on the Direct Strength Method (DSM) formula in AISI, was proposed by integrating numerical simulation results and buckling mode contributions, resulting in improved prediction accuracy for critical buckling modes of varying slenderness ratios. The key results reveal the failure modes of cold-formed steel columns with slenderness ratios and propose the DSM-based theoretical equations, offering a reference for future engineering applications in the modular emergency buildings.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110251"},"PeriodicalIF":4.0,"publicationDate":"2026-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"146035106","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 : 2026-01-16DOI: 10.1016/j.jcsr.2026.110246
Wen-Chao Xie , Yong Ye , Hang Jiang , Ping Jin , Yang Liu
The axial compressive behavior of concrete-filled plastic-lined steel tubular (CFPLST) joints is investigated through experimental investigation and finite element analysis. Seven T-joints were tested under monotonic axial compression applied to the circular hollow-section web, while the chord was simply supported. The experimental program systematically investigated the effects of key parameters, including the web-to-chord diameter ratio β (0.36–0.69), concrete strength fcu (30 MPa and 85 MPa), fillet-weld leg size hw (3–7 mm) and casting sequence (pre- vs post-welding). All specimens failed by local buckling of the web near the saddle; neither chord punching-shear, weld rupture nor concrete crushing was observed. The chord ovalization remained below 1% and the polyethylene liner stayed intact, confirming that the compressive capacity is governed by web instability rather than by chord strength. A parallel finite element analysis (FEA) model, validated with test data, was used to extend the parametric space to 120 analyses. The numerical study showed that β is the dominant factor influencing the ultimate load, whereas fcu, hw and the plastic-layer thickness have minor influence. Finally, a mechanics-based design equation is proposed that predicts the axial compressive capacity of CFPLST T-joints within ±5% of both experimental and FEA results, providing a simple and reliable tool for practical design and direct application in SSC-filled truss structures.
{"title":"Compressive performance of concrete-filled plastic-lined steel tubular T-joints: experiments and formulation","authors":"Wen-Chao Xie , Yong Ye , Hang Jiang , Ping Jin , Yang Liu","doi":"10.1016/j.jcsr.2026.110246","DOIUrl":"10.1016/j.jcsr.2026.110246","url":null,"abstract":"<div><div>The axial compressive behavior of concrete-filled plastic-lined steel tubular (CFPLST) joints is investigated through experimental investigation and finite element analysis. Seven T-joints were tested under monotonic axial compression applied to the circular hollow-section web, while the chord was simply supported. The experimental program systematically investigated the effects of key parameters, including the web-to-chord diameter ratio <em>β</em> (0.36–0.69), concrete strength <em>f</em><sub>cu</sub> (30 MPa and 85 MPa), fillet-weld leg size <em>h</em><sub>w</sub> (3–7 mm) and casting sequence (pre- vs post-welding). All specimens failed by local buckling of the web near the saddle; neither chord punching-shear, weld rupture nor concrete crushing was observed. The chord ovalization remained below 1% and the polyethylene liner stayed intact, confirming that the compressive capacity is governed by web instability rather than by chord strength. A parallel finite element analysis (FEA) model, validated with test data, was used to extend the parametric space to 120 analyses. The numerical study showed that <em>β</em> is the dominant factor influencing the ultimate load, whereas <em>f</em><sub>cu</sub>, <em>h</em><sub>w</sub> and the plastic-layer thickness have minor influence. Finally, a mechanics-based design equation is proposed that predicts the axial compressive capacity of CFPLST T-joints within ±5% of both experimental and FEA results, providing a simple and reliable tool for practical design and direct application in SSC-filled truss structures.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"239 ","pages":"Article 110246"},"PeriodicalIF":4.0,"publicationDate":"2026-01-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145979394","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 : 2026-01-16DOI: 10.1016/j.jcsr.2026.110245
Paul Zauchner, Markus Kettler, Harald Unterweger
This paper introduces a design model for predicting local stresses in the web plates of I-section crane runway girders. A critical review of current design procedures reveals two principal shortcomings: (i) the role of the elastomeric bearing pad between the rail and the top flange is insufficiently accounted for, and (ii) existing methods cannot adequately capture the longitudinal distribution of local stresses. To address these gaps, new analytical expressions are developed and calibrated. The stiffness characteristics of elastomeric bearing pads are quantified through laboratory compression tests. Full-scale experiments on a crane runway girder are conducted to measure local strains and to assess the influence of both the bearing pad and geometric imperfections at the rail-flange interface. A comprehensive finite element parametric study is then used to calibrate and validate the analytical model. The resulting design model accurately reproduces local stress fields in contrast to current standards. It enables more economical girder designs by explicitly considering the beneficial effects of elastomeric bearing pads. Furthermore, the new design model provides a simple, standards-compatible modification (based on established analytical solutions) for both cases (elastomeric or rigid rail support).
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