Journal of Constructional Steel Research最新文献

{"title":"Distribution characteristics of fire temperature field under I-type composite beam bridge","authors":"Baochao Xie ,&nbsp;Shanna Chen ,&nbsp;Zhisheng Xu ,&nbsp;Feifan Wang ,&nbsp;Yifan Gao ,&nbsp;Zihan Yu","doi":"10.1016/j.jcsr.2025.109470","DOIUrl":"10.1016/j.jcsr.2025.109470","url":null,"abstract":"<div><div>In recent years, the I-type composite beam bridge has been adopted for green and low-carbon benefits. However, a fire beneath the bridge can expose steel girders to elevated temperatures, potentially leading the bridge to collapse. The complex spatial structure, consisting of main girders, transverse beams, and small longitudinal girders, influences fire smoke spread and temperature field. This research focused on the distribution of the fire temperature field. First, a detailed fire dynamics model was established and verified by similar tests. Then, parameters such as vehicle types, ambient winds, and vertical clearances were analyzed. Finally, a prediction formula was established. Results indicate that the fire temperature field is mainly influenced by smoke spread. The temperature is highest at the direct flame site, followed by bottom temperature of the bridge deck. It decreases as smoke spreads. The temperature at the bottom of the bridge deck is nearly uniform across each cross-bridge region divided by the main girders and small longitudinal girders. It decreases exponentially along the longitudinal direction as the distance from the fire source increases. Larger vehicle fires, lower wind speeds, and smaller vertical clearance lead to higher temperature. The bottom flange temperature of the exposed main girder reaches 1200 °C. Meanwhile, the bottom temperature of the bridge deck reaches 1000 °C. When the wind speed reaches 3 m/s or the vertical clearance reaches 22.5 m, the main girder and bridge deck temperatures are below 300 °C. A prediction formula considering these factors agrees well with the simulation results is proposed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109470"},"PeriodicalIF":4.0,"publicationDate":"2025-03-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143592356","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":"Shear behavior of the panel zones in end-plate connection","authors":"Kehan Wang ,&nbsp;Zhenyu Li ,&nbsp;Bin Rong ,&nbsp;Ruoyu Zhang ,&nbsp;Yiliang Sun ,&nbsp;Wuchen Zhang ,&nbsp;Hailiang Wu","doi":"10.1016/j.jcsr.2025.109495","DOIUrl":"10.1016/j.jcsr.2025.109495","url":null,"abstract":"<div><div>Three connections between the H-shaped steel column and the H-shaped steel beams were tested under cyclic loading to investigate the seismic behaviors of the panel zones, The studied parameters included different configurations of the connections (the thickness of the web plate, the height of the panel zone, and the thickness of the end plate). The failure modes, load-displacement characteristics and ductility were analyzed and discussed. Nonlinear finite element (FE) models were utilized to simulate the seismic behavior of the connections under cyclic loading. The results of the finite element were compared to the experimental results to verify the accuracy of the FE models in predicting the seismic performance of the connections. Using the validated finite element models, 18 case studies were performed to investigate the column-web thickness, the end plate thickness, the axial compression ratio, the thickness of the rib stiffener, and column-web heigh on the shear behavior of the connections. A calculation model for the shear strength of the panel zone of the end-plate connection was established. The established computational model was compared with calculations based on EC-3 and AISC 341, revealing that these codes do not explicitly account for the impact of local buckling in the panel zone. The proposed model improves the description of local failure modes in end-plate connections. Theoretical calculations are closely aligned with experimental results, demonstrating that the analytical model accurately predicts the shear load-bearing capacity of panel zone in end-plate connections.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109495"},"PeriodicalIF":4.0,"publicationDate":"2025-03-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143592260","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":"Influencing factors of steel wire fatigue crack propagation based on fracture mechanics","authors":"Dongmei Tan ,&nbsp;Yu Tao ,&nbsp;Baifeng Ji ,&nbsp;Wenjie Li ,&nbsp;Yubin Liu","doi":"10.1016/j.jcsr.2025.109494","DOIUrl":"10.1016/j.jcsr.2025.109494","url":null,"abstract":"<div><div>Because of their advantages of a compact structure and uniform force, parallel wire bundles are often used in the fabrication of cable stays. This study investigated the stress intensity factor (SIF) of a surface crack of a steel wire in service, with the aim of addressing the issue of fatigue damage in cables. Specifically, the fatigue-damaged area of a cable easily cracks following prolonged exposure to alternating vehicular loads and temperatures. On the basis of the theory of fracture mechanics, steel wires with elliptical surface cracks were considered as research objects. This study employed the ABAQUS and FRANC3D applications to simulate crack propagation, and the variation in the crack SIF under the influence of different crack sizes, initial crack angles, stress ratios, and corrosion craters was studied. The results revealed a positive correlation between crack size expansion and the SIF increase. When the crack length was constant and the crack depth was in the range of 0.8–1.2 mm, the maximum SIF increased from 494.04 <span><math><mspace></mspace><mi>MPa</mi><mo>∙</mo><msup><mi>mm</mi><mfrac><mn>1</mn><mn>2</mn></mfrac></msup><mspace></mspace></math></span> to 701.47 <span><math><mspace></mspace><mi>MPa</mi><mo>∙</mo><msup><mi>mm</mi><mfrac><mn>1</mn><mn>2</mn></mfrac></msup></math></span>. For the same crack shape, the SIF of the crack front decreased as the initial crack angle increased. The greater the stress ratio, the greater the SIF. The presence of corrosion pits caused the SIF to exhibit a decreasing trend with increasing pit width. The results of this study can provide guidelines for wire life evaluation and reliability analyses.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109494"},"PeriodicalIF":4.0,"publicationDate":"2025-03-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143592261","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":"Critical temperature prediction in cold-formed steel columns exposed to local fire","authors":"Ravikant Singh,&nbsp;Avik Samanta","doi":"10.1016/j.jcsr.2025.109509","DOIUrl":"10.1016/j.jcsr.2025.109509","url":null,"abstract":"<div><div>The structural performance of cold-formed steel (CFS) compression members can be significantly affected when exposed to non-uniform thermal distributions, particularly under localized fire. A nonlinear finite element model has been developed and is found to be in good agreement with previous experimental studies. Based on the developed model, extensive parametric investigation encompassing a total of 1728 FE simulations is carried out for heat transfer analysis (320), and column strength computation (128) and thermo-mechanical simulations (1280) considering a broad range of geometric, thermal, and load combinations. The findings indicate that the lowest critical temperature (θ_cr) predominantly occur in the mid-height heating zone due to a combination of localized heating and buckling instability. The study also reveals that the initial applied load level (LL) is the most influential factor on failure temperature, with a strong inverse correlation (ρ_θ,LL = −0.76). At 70 % LL, the θ_cr varies between 335 °C (for L = 1600 mm) and 432 °C (for L = 2800 mm), whereas at 30 % LL, it ranges between 171 °C and 219 °C. Eight supervised machine learning (ML) regression algorithms are evaluated for their critical temperature (θ_cr) predictive capabilities using various statistical metrics. Among these the support vector regression (SVR) is found to outperforms other ML algorithms, providing consistent prediction accuracy. Additionally, the Shapley additive explanation (SHAP) approach is used to understand the ML models, offering insights into how various factors influence the θ_cr. This study shows the potential of machine learning techniques in predicting θ_cr for structural fire design and the behaviour of CFS components in localized fire environments.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109509"},"PeriodicalIF":4.0,"publicationDate":"2025-03-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143592262","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":"Behaviour and design resistance of long bolts in tension","authors":"Neda Janković ,&nbsp;Filip Ljubinković ,&nbsp;Jorge Conde ,&nbsp;Jordi Costa ,&nbsp;Luís Simões da Silva","doi":"10.1016/j.jcsr.2025.109492","DOIUrl":"10.1016/j.jcsr.2025.109492","url":null,"abstract":"<div><div>Long bolts, also known as bi-directional bolts, have multiple applications in structural engineering, particularly as an instrumental part of the adaptability and reusability of steel members. Despite that, the long bolt design is not properly covered by current standards. This paper describes an experimental and analytical study to characterize the long bolts in tension for their inclusion in the component method precluded by Eurocode 3. The study is part of a wider campaign (including the behaviour in shear, preloading, and relaxation of the bolts) developed in the framework of the European Research Project CONNECT4C. The study shows that the current design expressions for bolt resistance and stiffness can be used for long bolts in tension, regardless of bolt material or finishing surface. A bolt material model is proposed for possible inclusion in steel design standards. Finally, it is also recommended to adopt double nuts in long bolts to avoid premature thread stripping.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109492"},"PeriodicalIF":4.0,"publicationDate":"2025-03-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143578425","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"OA","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Experimental and numerical study on seismic behaviors of corrugated plate shear walls","authors":"Chen-Bao Wen ,&nbsp;Jia-Qi Zuo ,&nbsp;Yan-Lin Guo ,&nbsp;Xiong He ,&nbsp;Hao-Jun Sun ,&nbsp;Jin-Song Duan","doi":"10.1016/j.jcsr.2025.109496","DOIUrl":"10.1016/j.jcsr.2025.109496","url":null,"abstract":"<div><div>The prefabricated corrugated steel plate shear wall is an innovative lateral-resistant and energy-dissipating component. This paper presents experimental and numerical investigations into seismic behaviors of the prefabricated corrugated steel plate shear walls. Firstly, two specimens with different plate thicknesses were tested under cyclic shear loads, exhibiting the typical global buckling failures and final fracture of the corrugated steel plates. The tested hysteresis loops exhibited a robust seismic performance and exceptional energy dissipation attributes, with peak viscous damping coefficients greater than 0.5. The peak loads were attained at drift angles of 1.35 % and 1.94 % for the two specimens. It can be seen that increasing the thickness significantly delayed the onset of buckling and enhanced the ductility. Subsequently, an additional numerical investigation into the behavior of prefabricated corrugated steel plate shear walls was carried out by employing a validated finite element model. The effects of the aspect ratio, horizontal and vertical corrugated layout, plate thickness, boundary elements, and compression load are involved in this study. The numerical results reveals that the structural behavior of corrugated steel plate is primarily determined by the length of the ridge line. The investigation reveals that when the aspect ratio surpasses 1.0, horizontal corrugated steel plate shear walls manifest a higher shear peak load in comparison to vertical corrugated steel plate shear walls. Moreover, it is noted that the axial compression load exerts a negligible influence on the shear-bearing capacity of the horizontal corrugated steel plate shear walls. In contrast, for vertical corrugated steel plate shear walls, the axial compression load results in an approximate 10 % decrement in shear-bearing capacity. Finally, some design recommendations are concluded to provide valuable references for the practical design of corrugated steel plate shear walls under cyclic horizontal shear loading.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109496"},"PeriodicalIF":4.0,"publicationDate":"2025-03-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143592357","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":"Shear strength and post-ultimate behavior of multi-stiffened corrugated steel plate shear walls","authors":"Ruo-Min Wu,&nbsp;Jing-Zhong Tong","doi":"10.1016/j.jcsr.2025.109480","DOIUrl":"10.1016/j.jcsr.2025.109480","url":null,"abstract":"<div><div>This paper investigated the shear resistance behavior of the multi-stiffened corrugated steel plate shear walls (MCSPSWs). Firstly, the effect of stress-strain models of steel material on the shear resistance behavior of the MCSPSW was analyzed. Then, based on a validated finite element (FE) model, parametric studies were performed to investigate the effects of key parameters on the shear resistance behavior of the MCSPSW. By reducing the aspect ratio or the yield strength, or by increasing the number of stiffeners, the bending rigidity ratio, or the plate thickness, both the ultimate and residual strength factors could be improved. The main shear resistance mechanisms of the MCSPSW under different parameter conditions and their impact on the post-ultimate ductility were indicated. Fitting formulas to predict the ultimate and residual strength factors were proposed with respect to the normalized slenderness ratio. It was found that both factors were negatively correlated with the normalized slenderness ratio. The proposed formulas provided conservative predictions of the ultimate strength and post-ultimate residual strength for the MCSPSW. Finally, a prediction model for the shear load-displacement curve of MCSPSWs was proposed, taking the normalized slenderness ratio as the variable. This prediction model agreed with the FE results and could be used as a simplified constitutive model of the MCSPSW considering both geometrical and material nonlinearities when conducting the push-over analyses under strong seismic loading.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109480"},"PeriodicalIF":4.0,"publicationDate":"2025-03-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143578426","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":"Flexural behaviours of concrete-filled circular steel tubes at cold-region low temperatures","authors":"Jia-Bao Yan ,&nbsp;Xiaoxia Yang ,&nbsp;Clement Tungabose ,&nbsp;Zhe Wang","doi":"10.1016/j.jcsr.2025.109461","DOIUrl":"10.1016/j.jcsr.2025.109461","url":null,"abstract":"<div><div>This study investigated the flexural behaviours of concrete-filled steel tubes (CFSTs) employed in cold-region engineering structures. Firstly, two-point loading tests were conducted on seven circular CFSTs and two square CFSTs to investigate their flexural bending behaviours. The studied parameters included low temperature levels (<em>T</em> = 20°C, −30°C, −60°C, −80°C) and cross section types. It indicated that all CFSTs at low temperatures exhibited flexural failure with characteristics of vertical smeared cracks in concrete core and flexure large deformations (defection/span ratio ≥ 6.5%). Low temperatures did not influence the flexural failure mode of CFSTs. The load-deflection curves of CFSTs exhibit a ductile manner with three working stages. Reducing <em>T</em> from 20 to −30, −60, and −80°C resulted in an average increase on the ultimate bending resistance (or initial stiffness) of CFSTs 8.5% (16.5%), 15.4% (23.4%), and 26.5% (32.7%), respectively. Moreover, with the same cross-section area and steel content, square CFSTs exhibited higher bending resistance and initial resistance than circular CFSTs. AISC 360 and Eurocode 4 were checked to estimate the flexural resistance (<em>M</em>_u) and initial stiffness (<em>K</em>₀) of circular CFSTs at low temperatures. Moreover, theoretical models were formulated to forecast <em>M</em>_u and <em>K</em>₀ values for circular CFSTs at low temperatures.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109461"},"PeriodicalIF":4.0,"publicationDate":"2025-03-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143578423","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 investigations on trip steel pipe buckling restrained brace","authors":"Enhe Bao ,&nbsp;Chengjun Luo ,&nbsp;Yongsong Wu ,&nbsp;Hui Tang","doi":"10.1016/j.jcsr.2025.109435","DOIUrl":"10.1016/j.jcsr.2025.109435","url":null,"abstract":"<div><div>Buckling-Restrained Brace (BRB) is commonly used as an energy-dissipation damper in building structures as it has the characteristic of yielding without buckling. In this paper, a novel all-steel triple pipe buckling restrained brace was proposed. The Triple Steel Pipe Buckling Restrained Brace (TSP-BRB), as an all-steel type of buckling restrained brace, is mainly composed of axial force pipe (TP1), supporting pipe (TP2), inner/outer restrained pipes (TP3/4) and connecting sections by welding. Compared with traditional buckling restrained brace, TSP-BRB can provide favorable hysteresis performance, as well as light-weight and easy prefabrication. In order to investigate the energy dissipation effect of TSP-BRB, two different TSP-BRB specimens with different outer pipe diameter-thickness ratios were designed and quasi-static cyclic experiments were carried out in this study. The results show that the TSP-BRB has a full hysteresis curve since the axial force pipe TP1 can develop higher-mode deformation to dissipate energy. Meanwhile, in order to investigate the energy dissipation mechanism and deformation characteristics of TSP-BRB, this paper conducted detailed research on the axial force pipe TP1, and gave the circumferential deformation of the axial force pipe under different stress states. Besides, this paper investigated the effect of gap width and opening size of axial force pipe TP1 on the energy dissipation performance and stress distribution of TSP-BRB by using the finite element analysis software Abaqus. The main contribution of this study is to analyze the energy consumption mechanism of TSP-BRB in detail by means of experimental and numerical analysis methods and give the suggested values of related parameters, which can provide a reference for the development of TSP-BRB.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109435"},"PeriodicalIF":4.0,"publicationDate":"2025-03-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143578422","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":"Axial compressive behavior of round-ended coal gangue concrete-filled steel tube stub columns","authors":"Min Liu ,&nbsp;Rui Ma ,&nbsp;Zhong-Wei Zhao ,&nbsp;Dong Li","doi":"10.1016/j.jcsr.2025.109489","DOIUrl":"10.1016/j.jcsr.2025.109489","url":null,"abstract":"<div><div>This study carried out the axial compression tests to analyze the influences of the cross-sectional aspect ratio (<em>β</em>), wall thickness of steel tube (<em>t</em>) and replacement ratio of spontaneous combustion coal gangue coarse aggregate (<em>r</em>) on the failure modes, load versus deformation curves and mechanical indices of round-ended coal gangue concrete-filled steel tube (RE-CGCFST) stub columns. The test results indicated that the failure modes of RE-CGCFST specimens were similar to that of round-ended concrete-filled steel tube (RE-CFST), characterized by the local buckling of steel tube and overall shear failure of the specimens; the load-bearing capacity, elastic axial compression stiffness and ductility index of the specimens were inversely proportional to the <em>β</em> while directly proportional to the <em>t</em>; with the increase of <em>r</em>, the load-bearing capacity of the specimens initially increased and then decreased, the elastic axial compression stiffness gradually decreased, and the ductility index initially decreased and then increased. Furthermore, a finite element analysis (FEA) model validated by the test results was employed to conduct the full-range analysis and extended parametric analysis of RE-CGCFST under axial compression. Finally, the applicability of the existing formulas of RE-CFST stub columns was assessed in calculating the load-bearing capacity of RE-CGCFST stub columns under axial compression, and then a revised load-bearing capacity calculation formula for RE-CGCFST stub columns was proposed based on the results of the extended parametric analysis.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"229 ","pages":"Article 109489"},"PeriodicalIF":4.0,"publicationDate":"2025-03-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143578424","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}