Journal of Constructional Steel Research最新文献

{"title":"Uncertainty estimation of buckling behavior for steel plates in C-PSW/CF","authors":"Xiangling Gao ,&nbsp;Zhaoping Xu","doi":"10.1016/j.jcsr.2025.109552","DOIUrl":"10.1016/j.jcsr.2025.109552","url":null,"abstract":"<div><div>Composite plate shear walls with concrete-filled (C-PSW/CF) systems are widely used in industrial buildings and high-rise buildings. However, the buckling of the steel plate is the main factor reducing the in-plane bearing capacity of C-PSW/CF, which cannot accurately account for the commonly used composite shell elements. As a result, the deformation behavior and stiffness degradation cannot be accurately predicted, rising safety concerns. In this study, a column-supported rotational constraint (CSRC) plate model was proposed and validated with experiments and the slenderness ratio limit design criterion, where the displacement on four corner points was zero, and the rotation along four edges was constrained through rotational springs. The CSRC plate model accounted for geometric, material and boundary condition uncertainties of the steel plates. The stochastic CSRC finite element models were developed using two-dimensional Gaussian random fields generated with the stochastic harmonica function method. The simulation results showed that the geometric uncertainty strongly influenced the buckling behavior, especially a 12 % degradation when the correlation length was 1.0 mm. In contrast, material and boundary condition uncertainties slightly impacted the buckling behavior. In addition, the CSRC model was used to predict the buckling behavior of corroded steel plates, incorporating lognormally distributed random fields to represent the randomness of corrosion. The results showed that the critical buckling loads rapidly decreased as the exposure duration increased, and even the critical buckling load reduced by approximately 50 % when the exposure duration exceeded 15 years, leading to severe risk to safety.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109552"},"PeriodicalIF":4.0,"publicationDate":"2025-04-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143817248","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}

{"title":"Experimental investigation on innovative stub and slender composite columns with high-performance materials","authors":"Przemyslaw Schurgacz ,&nbsp;Rebekka Winkler ,&nbsp;Markus Knobloch","doi":"10.1016/j.jcsr.2025.109544","DOIUrl":"10.1016/j.jcsr.2025.109544","url":null,"abstract":"<div><div>This paper presents first-of-its-kind experimental investigations on composite columns with realistic cross-sectional dimensions in one- and two-story configurations. The tested column types include concrete-filled steel tube columns with solid steel core (CFSTSC) and concrete-filled double steel tube columns (CFDST), incorporating high-performance building materials with nominal steel yield strengths up to 1000 MPa and concrete strengths up to 100 MPa. These prefabricated composite structural elements are designed for applications in high-rise buildings, industrial structures and megastructures, offering outstanding load-carrying capacity, slender architectural aesthetics, efficient construction processes and possess excellent structural fire performance without additional fire protection.</div><div>The novel experimental database (1) provides new insights into the structural performance of CFSTSC and CFDST columns under different slenderness ratios, (2) demonstrates that the advantages of ultra-high-strength materials are most pronounced in mid-slenderness columns, while stability effects significantly limit their efficiency in highly slender configurations, and (3) offers a solid foundation for validating predictive design models. These findings contribute to the refinement of international engineering guidelines and provide essential data to support the integration of CFSTSC and CFDST columns into future structural design standards.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109544"},"PeriodicalIF":4.0,"publicationDate":"2025-04-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143817159","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}

{"title":"Inelastic reserve strength of CFS sections subjected to unsymmetrical centroidal axis bending","authors":"Bapu Reddy Jaidi,&nbsp;Rathish Kumar Pancharathi","doi":"10.1016/j.jcsr.2025.109546","DOIUrl":"10.1016/j.jcsr.2025.109546","url":null,"abstract":"<div><div>The inelastic reserve strength of cold formed steel (CFS) sections in AISI-S100 &amp; AS/NZ 460 standards are expressed in direct strength method (DSM) for local and distortional buckling modes, which are derived from the studies on lipped channel and lipped Zee sections subjected to bending about the symmetric(major) centroidal axis. This study aims to check the adequacy of existing provisions to LC and Hat sections subjected to bending about un-symmetric(minor) centroidal axis such that the lipped edge is under compression. The Non-linear finite element analysis was carried out with the variation of width/thickness ratios of flange and lip depths between zero and adequate depth for three different grades of steels. Further, the strength was estimated analytically by imposing the complete stress-strain profile including strain hardening component across the section. Though the above sections exhibit distortional mode from the analysis, the inelastic reserve strength estimations from existing DSM distortional equations were shown to be conservative compared to numerical and analytical results. To address the conservative strength estimations, the present work proposes modifications in two stages 1) A new equation for limiting strain ratio ‘C' as a function of non-dimensioned slenderness ratio ‘λ’ and applied strain/stress gradient ‘ψ’. 2) An additional strain hardening component derived to be used with existing DSM provisions. Further, the strength was also estimated through continuous strength method (CSM) by deriving a generalized shape factor ‘a_g’ in the form of design tables and charts. The proposed DSM and CSM strength equations exhibit a good correlation with the past experimental data and yields more reliable strength predictions.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109546"},"PeriodicalIF":4.0,"publicationDate":"2025-04-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143817246","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}

{"title":"Seismic performance of a joint with replaceable flange-opening beam segment","authors":"Xiaoli Xiong,&nbsp;Yu Zhang,&nbsp;Feiping Li,&nbsp;Chuang Hai","doi":"10.1016/j.jcsr.2025.109538","DOIUrl":"10.1016/j.jcsr.2025.109538","url":null,"abstract":"<div><div>To realize the outward movement of plastic hinges under earthquake action and the rapid repair of the structure after earthquakes, a joint with replaceable flange-opening beam segment (JRFOBS) was proposed. The joint was designed based on the concepts of weakened section and replaceability. The joint was tested under low-cycle reciprocating loading to study the seismic performance, and the hysteresis curve, skeleton curve, ductility coefficient, energy dissipation capacity and stiffness degradation curve of the joint were obtained. With the help of finite element software, this joint was analyzed by variable parameters of opening diameter of different beam-column section sizes. The results show that the joint can make the plastic hinge of the beam end move outward to the opening weakening of the replaceable beam segment, and has good bearing capacity, ductility and post-earthquake repairability. With the increase of the diameter of the openings in the replaceable beam segment, the ductility, energy dissipation capacity and stiffness of the joint gradually decrease, but they can still meet the relevant requirements of seismic performance. Therefore, it is recommended that the opening diameter is 0.2–0.35 times the half width of the beam flange. After changing the beam-column section sizes, it is found that as long as the opening diameter is ensured to be between 0.2 and 0.35 times the half width of the beam flange, the joints with different beam-column section sizes can still satisfy the relevant requirements of seismic performance and the ultimate bearing capacity decreases by no more than 10 %.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109538"},"PeriodicalIF":4.0,"publicationDate":"2025-04-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143792532","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}

{"title":"Experimental and numerical investigation of coupled steel plate shear wall with slits","authors":"Shenghui Li,&nbsp;Jiping Hao,&nbsp;Weifeng Tian,&nbsp;Xinghuang Wu","doi":"10.1016/j.jcsr.2025.109526","DOIUrl":"10.1016/j.jcsr.2025.109526","url":null,"abstract":"<div><div>This study investigates the seismic performance of coupled steel plate shear walls with slits (C-SPSWS), a novel lateral load-resisting system that integrates the benefits of coupling beams and slit steel panels. A four-story, 1:3-scale experimental model was subjected to cyclic loading to evaluate its hysteretic behavior, failure modes, and energy dissipation. Numerical models, validated with experimental data, were used to analyze the effects of coupling beam dimensions and lengths on the system performance. The experimental results indicate that primary damage occurs in the slit wall panels and coupling beams, while boundary frame elements remain largely intact. Premature weld cracking in the coupling beams was identified as a major factor reducing the load-carrying capacity and energy dissipation, highlighting the importance of reliable beam connections. The system exhibited stable hysteretic behavior, excellent energy dissipation, and a ductility ratio of 5.16, demonstrating robust seismic performance. Parametric studies reveal that increasing coupling beam cross-sectional dimensions enhances shear strength and energy dissipation but reduces ductility and material efficiency if excessively large. Additionally, shorter coupling beams improve energy dissipation and ductility, while longer beams increase stiffness but compromise material efficiency. An optimal degree of coupling range of 0.4–0.6, with coupling beams designed to remain in the shear-yielding range, is recommended for achieving a balance between strength, ductility, and material efficiency. These findings provide practical guidance for the design and application of C-SPSWS in seismic-resistant buildings.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109526"},"PeriodicalIF":4.0,"publicationDate":"2025-04-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143786177","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}

{"title":"Theoretical studies on CFT-column frame SPSW/BRSPSW linked by partial welded connection forms","authors":"Mohammed Amer ,&nbsp;Zhihua Chen ,&nbsp;Yansheng Du ,&nbsp;Saleh Ahmad Laqsum ,&nbsp;AIB Farouk ,&nbsp;Shao-Bo Kang","doi":"10.1016/j.jcsr.2025.109550","DOIUrl":"10.1016/j.jcsr.2025.109550","url":null,"abstract":"<div><div>Steel plates, being slender structural elements, are susceptible to early failure caused by localized buckling. This buckling significantly reduces their overall capacity and stiffness, compromising their structural performance. Therefore, this article presents a comprehensive computational framework to accurately predict the inelastic behavior of steel plate shear walls (SPSWs) and buckling-restrained steel plate shear walls (BRSPSWs) with various partially welded connections. Detailed finite element (FE) modeling techniques were developed and validated against an extensive experimental database, systematically accounting for factors such as material constitutive models, mesh density, contact interactions, and geometric imperfections to ensure high accuracy predictions. Using the validated FE approach, comprehensive parametric studies were carried out with an efficient pushover loading scheme to examine four representative cases: four-corner/double-side welded connections for SPSWs and BRSPSWs (FC/DS-SPSW/BRSPSW-W). The results highlight that the SPSW/BRSPSW-W are significantly influenced by the height-to-thickness and length-to-height ratios. Besides, they are gradually impacted by the connection's dimensions, while they are influenced minimally and negatively by panels thickness and axial ratios. Accordingly, a novel analytical model was derived to predict the buckling coefficients for all four connection cases, showing that the buckling models of both FC/DS-SPSW-W are impacted by length-to-height while the FC-DS-BRSPSW-W are impacted by length-to-height and stiffness buckling restrained. Furthermore, a modified plate frame interaction (MPFI) method was then formulated by integrating parametric FE data and analytical buckling model to enable accurate calculations of yield/peak bearing capacities and yield/post stiffnesses. Fundamentally, the MPFI predictions were comprehensively validated against a combined database of experimental test data and FE modeling.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109550"},"PeriodicalIF":4.0,"publicationDate":"2025-04-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143786100","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}

{"title":"Load transfer mechanism of steel-concrete joint in hybrid girder cable-stayed bridges","authors":"Taiqi Wang ,&nbsp;Yuqing Liu ,&nbsp;Shumin Wang ,&nbsp;Guang Ma ,&nbsp;Xinran Yang ,&nbsp;Sihao Wang","doi":"10.1016/j.jcsr.2025.109549","DOIUrl":"10.1016/j.jcsr.2025.109549","url":null,"abstract":"<div><div>A novel steel-concrete joint without steel cells is proposed and applied in a high-speed railway hybrid girder cable-stayed bridge, offering enhanced bearing capacity and facilitating efficient concrete construction. To investigate the load transfer mechanism of the joint, a bearing capacity experiment and numerical simulations were conducted. The failure mode, shear force distribution of connectors, and force transfer proportions were analyzed. Parametric analyses were performed to investigate the effects of the joint geometries and material properties. Additionally, a calculation method for determining the shear force of connectors was proposed. Results show that the concrete in the front end of steel bottom plate initially undergoes crushing due to the effects of the eccentric load and localized forces near studs. Ultimately, diagonal compression failure of the concrete lead to the loss of bearing capacity. The axial force in the steel is transferred to the concrete through compressive bearing via bearing plates (57 %) and shear resistance via connectors (43 %). The shear force of connectors is relatively larger at the front and rear ends, and relatively smaller in the middle of the joint. The force transferred by bearing plates increases with the thickness of the bearing plate and the concrete strength grade, while decreases with the increase of the joint length. Within commonly used parameter range, the force transfer proportion varies between 54 % and 63 %. The proposed shear force calculation method for connectors, based on the equivalent theoretical model and continuous distribution spring layer method, accurately predicts the shear force in the connectors.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109549"},"PeriodicalIF":4.0,"publicationDate":"2025-04-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143783710","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}

{"title":"Compressive behavior of stainless-clad bimetallic steel plate-UHPC composite walls","authors":"Juntao Guo,&nbsp;Zhichao Lai,&nbsp;Ying Wang,&nbsp;Pengyu Yao,&nbsp;Shulin Lin,&nbsp;Zhennan Lin","doi":"10.1016/j.jcsr.2025.109548","DOIUrl":"10.1016/j.jcsr.2025.109548","url":null,"abstract":"<div><div>This paper investigates the axial compressive behavior of an innovative composite wall consisting of stainless-clad bimetallic steel faceplates and ultra-high performance concrete (UHPC) infill. The innovative wall can address three major challenges of traditional steel-concrete composite walls, i.e., rapid degradation of the lateral stiffness, insufficient ductility of the concrete infill, and limited corrosion resistance of steel faceplates. A total of 12 tests were first conducted, considering the effects of normalized faceplate slenderness ratio (<em>λ</em>), concrete type, and steel type. Finite element models were then developed and benchmarked for parametric studies. Results from tests and parametric analysis showed that: (1) failure modes of the composite wall were local buckling of steel faceplate and concrete crushing; (2) increasing <em>λ</em> significantly reduced the axial compressive strength of the composite wall and critical buckling stress of the steel faceplate, but had a negligible effect on the axial stiffness; (3) UHPC greatly improved the compressive strength and axial stiffness of the composite wall, but also resulted in a more brittle behavior. Finally, the applicability of current design provisions (i.e., CECS:546–2018, Eurocode 4, and AISC 360–22) for estimating the axial compressive strength was evaluated, and a new design equation was proposed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109548"},"PeriodicalIF":4.0,"publicationDate":"2025-04-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143783711","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}

{"title":"A novel restoring force model for metallic dampers incorporating performance degradation","authors":"Zhen-Hao Wu ,&nbsp;Liang-Dong Zhuang ,&nbsp;Yong-Fei Zhao ,&nbsp;Li-Long Fan ,&nbsp;Kai Zhang","doi":"10.1016/j.jcsr.2025.109532","DOIUrl":"10.1016/j.jcsr.2025.109532","url":null,"abstract":"<div><div>The metallic dampers have been widely used in energy dissipation systems. To more accurately describe their nonlinear mechanical behaviour, this paper develops a novel restoring force model incorporating performance degradation and complied into a UMAT subroutine with ABAQUS as platform. The force-deformation relationship of the proposed model is divided into two stages: small and large deformation stages. In the small deformation stage, the combined hardening model in the form of exponential functions is utilized to predict the restoring force of the dampers. Kinematic and isotropic hardening variables are introduced to reflect the Bauschinger effect and cyclic hardening of the metallic dampers, respectively. When the accumulative plastic deformation surpasses a specific value, the restoring force model transitions to the large deformation stage. In this stage, exponential function and sigmoid function are applied to modify the combined hardening model, reflecting stiffness and strength degradation caused by significant out-of-plane deformation and fracture of metallic dampers, respectively. To validate the accuracy and enhancement of the proposed model, experimental results from ten metallic dampers reported in the literature are compared with the simulation results of the proposed model and other three widely-used models. Three indices, in terms of the peak force <span><math><msub><mi>F</mi><mi>p</mi></msub></math></span>, the residual force at the final loading cycle <span><math><msub><mi>F</mi><mi>r</mi></msub></math></span>, and cumulative dissipated energy <span><math><msub><mi>E</mi><mi>a</mi></msub></math></span>, are employed to quantitatively evaluate the accuracy of the restoring force model. The results indicate that the proposed model accurately captures the mechanical behaviour of metallic dampers, with relative differences in these indices below 10 %. In contrast, differences between experimental results and the three other models typically exceed 10 %. Notably, since performance degradation is not accounted for in these three models, they overestimate the peak and residual forces of metallic dampers, with maximum errors reaching 30 % and 150 %, respectively. Additionally, the effectiveness of the proposed model under real-world conditions is verified by comparing results from Y-eccentrically braced composite frame specimens subjected to lateral cyclic loading and shake table testing. Finally, the limitations of the proposed model are also discussed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109532"},"PeriodicalIF":4.0,"publicationDate":"2025-04-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143783709","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}

{"title":"Compressive performance of CFSTs strengthened with BFRP textile-reinforced ECC","authors":"Hui Zhao ,&nbsp;Lintao Wang ,&nbsp;Linghua Shen ,&nbsp;Yunhe Wang ,&nbsp;Rui Wang ,&nbsp;Yajun Zhang","doi":"10.1016/j.jcsr.2025.109545","DOIUrl":"10.1016/j.jcsr.2025.109545","url":null,"abstract":"<div><div>This paper presents test and numerical studies on the behaviours of basalt fibre textile and engineered cementitious composite (ECC) reinforced concrete-filled steel tube (CFST) columns under axial compression. A total of 17 specimens were subjected to axial compression, with variables including the number of basalt fibre layers, mesh size, steel tube thickness and concrete strength grade. The behaviours were analyzed through the failure patterns, load-vertical strain responses, and the confinement mechanism. Results indicated that textile-reinforced ECC (TR-ECC) enhanced the axial performance of CFST columns, with ultimate strength improvement ranging from 9 % to 22 %. Additionally, the ultimate strength improved with the increase in the steel tube thickness, the number of textile layers, and the concrete strength. A series of finite element (FE) models were then established and validated by comparing the load versus displacement curves with test data. Parametric studies were conducted to investigate the influence of the number of textile layer, textile grid size, material strength and steel ratio on the axial capacity. Results showed that an increase in mesh size leads to a decrease in the axial resistance of the strengthened columns. Finally, a simplified formula for calculating the axial capacity of the CFSTs reinforced with TR-ECC was developed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"230 ","pages":"Article 109545"},"PeriodicalIF":4.0,"publicationDate":"2025-04-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143767982","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}