Pub Date : 2024-10-01DOI: 10.1016/j.jcsr.2024.109053
The connection ductility is crucial for reducing brittle failure in multi-hazard scenarios. This study develops connections, namely angular cylindrical RBS connections, to meet the ductility demand created by a beam subjected to a thermal load or earthquake. Three sections were considered in this research: first, sequentially coupled nonlinear thermal-stress analysis was conducted by using the FE software ABAQUS to examine fire performance. Secondly, the most efficient connections with superior thermal performance were analyzed separately under seismic loads and progressive failure situations. The results were extracted and compared in terms of failure modes, distribution of plastic hinges, axial force diagrams, and hysteresis curves. Based on the results, when the angle assembly is accurately designed, the catenary mechanism is fully developed under fire or the removal of the column in a progressive failure disaster. Furthermore, the angular cylindrical RBS connection reached a total story drift angle of 0.03 rad without lateral-torsional buckling, which exceeds the AISC/FEMA requirements for intermediate moment frames.
连接的延展性对于减少多种灾害情况下的脆性破坏至关重要。本研究开发了连接件，即角圆柱形 RBS 连接件，以满足梁在热荷载或地震作用下产生的延性要求。本研究考虑了三个部分：首先，使用 FE 软件 ABAQUS 进行顺序耦合非线性热应力分析，以检查防火性能。其次，在地震荷载和渐进失效情况下分别分析了热性能优越的最高效连接。分析结果包括失效模式、塑性铰链分布、轴向力图和滞后曲线。结果表明，当精确设计角组件时，在火灾或渐进式失效灾难中拆除支柱的情况下，导柱机构会得到充分发展。此外，角形圆柱 RBS 连接在无侧扭屈曲的情况下达到了 0.03 rad 的总层高漂移角，超过了 AISC/FEMA 对中间弯矩框架的要求。
{"title":"Multi-Hazard performance evaluation of the innovative Angular Cylindrical RBS connections using numerical modeling","authors":"","doi":"10.1016/j.jcsr.2024.109053","DOIUrl":"10.1016/j.jcsr.2024.109053","url":null,"abstract":"<div><div>The connection ductility is crucial for reducing brittle failure in multi-hazard scenarios. This study develops connections, namely angular cylindrical RBS connections, to meet the ductility demand created by a beam subjected to a thermal load or earthquake. Three sections were considered in this research: first, sequentially coupled nonlinear thermal-stress analysis was conducted by using the FE software ABAQUS to examine fire performance. Secondly, the most efficient connections with superior thermal performance were analyzed separately under seismic loads and progressive failure situations. The results were extracted and compared in terms of failure modes, distribution of plastic hinges, axial force diagrams, and hysteresis curves. Based on the results, when the angle assembly is accurately designed, the catenary mechanism is fully developed under fire or the removal of the column in a progressive failure disaster. Furthermore, the angular cylindrical RBS connection reached a total story drift angle of 0.03 rad without lateral-torsional buckling, which exceeds the AISC/FEMA requirements for intermediate moment frames.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-10-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142358350","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 : 2024-09-30DOI: 10.1016/j.jcsr.2024.108986
This paper presents a test program to study the web crippling behavior of cold-formed stainless steel stiffened C-sections. A total of 51 specimens having different stainless steel types, web slenderness ratios, flange conditions and bearing lengths were tested under interior-two-flange (ITF) load case codified in American Specification ASCE/SEI 8. The failure modes, load-displacement relationships and web crippling capacities of specimens with unfastened and fastened flanges were obtained and fully reported. It is found that the fastened flanges could significantly enhanced the web crippling capacities of the C-sections, especially for those with high web slenderness ratios. The test results showcased the specimen lengths had significant effects on the web crippling capacities of C-sections under ITF load case. The obtained experimental web crippling capacities were compared with the nominal predictions calculated by the American and European design provisions. It is indicated that the current American design provisions are generally unconservative and unreliable for the cold-formed stainless steel stiffened C-sections under ITF load case, except for austenitic stainless steel sections with flanges fastened. By contrast, the European design provisions are generally quite conservative in predicting the web crippling capacities. The reasons of unsatisfactory predictions by the codified design rules are discussed.
本文介绍了研究冷弯不锈钢加劲 C 型钢腹板脆化行为的测试程序。在美国规范 ASCE/SEI 8 规定的内部两翼缘（ITF）荷载情况下，共测试了 51 个具有不同不锈钢类型、腹板细长比、翼缘条件和支承长度的试样。获得并全面报告了未紧固和紧固法兰试样的破坏模式、荷载-位移关系和腹板瘫痪能力。试验发现，紧固翼缘能显著提高 C 型截面的腹板抗折能力，尤其是对于腹板细长比高的截面。试验结果表明，在 ITF 载荷情况下，试样长度对 C 型截面的腹板脆化能力有显著影响。实验得出的腹板脆化能力与美国和欧洲设计规定计算得出的名义预测值进行了比较。结果表明，对于在 ITF 载荷情况下的冷弯型钢加劲 C 型钢，美国现行设计规定通常是不严谨和不可靠的，有法兰紧固的奥氏体不锈钢型钢除外。相比之下，欧洲的设计规定在预测腹板脆化承载力时通常比较保守。本文讨论了成文设计规则预测结果不尽人意的原因。
{"title":"Experimental investigation on cold-formed stainless steel stiffened C-sections under localized interior-two-flange loading","authors":"","doi":"10.1016/j.jcsr.2024.108986","DOIUrl":"10.1016/j.jcsr.2024.108986","url":null,"abstract":"<div><div>This paper presents a test program to study the web crippling behavior of cold-formed stainless steel stiffened C-sections. A total of 51 specimens having different stainless steel types, web slenderness ratios, flange conditions and bearing lengths were tested under interior-two-flange (ITF) load case codified in American Specification ASCE/SEI 8. The failure modes, load-displacement relationships and web crippling capacities of specimens with unfastened and fastened flanges were obtained and fully reported. It is found that the fastened flanges could significantly enhanced the web crippling capacities of the C-sections, especially for those with high web slenderness ratios. The test results showcased the specimen lengths had significant effects on the web crippling capacities of C-sections under ITF load case. The obtained experimental web crippling capacities were compared with the nominal predictions calculated by the American and European design provisions. It is indicated that the current American design provisions are generally unconservative and unreliable for the cold-formed stainless steel stiffened C-sections under ITF load case, except for austenitic stainless steel sections with flanges fastened. By contrast, the European design provisions are generally quite conservative in predicting the web crippling capacities. The reasons of unsatisfactory predictions by the codified design rules are discussed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142358349","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 : 2024-09-30DOI: 10.1016/j.jcsr.2024.109057
This study proposes an experimental model for anchor reinforcement and conducts uniaxial static tensile tests. The influence of anchor reinforcement on the failure mode of specimens is revealed. This includes the effects of bond length, number of layers, and types of fiber fabric under anchor reinforcement on the ultimate bearing capacity and bond-slip curve. The results demonstrate that anchors can effectively increase the ultimate bearing capacity of the test specimens. There are differences in bond-slip behavior between the anchors near the free end and the joint end. Higher stresses are experienced near the joint end. The use of anchor reinforcement can significantly enhance the load-bearing capacity of multi-layer carbon fiber specimens. Increasing the number of anchors and reducing the distance between the anchor and the joint end can further improve the stiffness of the specimens. A finite element model is established using ANSYS, which agrees well with the experimental results and parameterized analysis results reveal a linear increase in load-bearing capacity and stiffness with higher anchor bolt preload, achieving an 84.42 % increase at 11kN. Increased preload enhances friction at the carbon fiber-steel interface, reducing deformation. Similarly, expanding anchor width from 9 mm to 39 mm improves load-bearing capacity by 54.28 %, with larger anchors significantly boosting stiffness and bonding performance, which can be used to predict the mechanical properties of fiber fabric-steel reinforced by anchors.
{"title":"Influence of mechanical anchors on bond performance of fiber fabric-steel joints","authors":"","doi":"10.1016/j.jcsr.2024.109057","DOIUrl":"10.1016/j.jcsr.2024.109057","url":null,"abstract":"<div><div>This study proposes an experimental model for anchor reinforcement and conducts uniaxial static tensile tests. The influence of anchor reinforcement on the failure mode of specimens is revealed. This includes the effects of bond length, number of layers, and types of fiber fabric under anchor reinforcement on the ultimate bearing capacity and bond-slip curve. The results demonstrate that anchors can effectively increase the ultimate bearing capacity of the test specimens. There are differences in bond-slip behavior between the anchors near the free end and the joint end. Higher stresses are experienced near the joint end. The use of anchor reinforcement can significantly enhance the load-bearing capacity of multi-layer carbon fiber specimens. Increasing the number of anchors and reducing the distance between the anchor and the joint end can further improve the stiffness of the specimens. A finite element model is established using ANSYS, which agrees well with the experimental results and parameterized analysis results reveal a linear increase in load-bearing capacity and stiffness with higher anchor bolt preload, achieving an 84.42 % increase at 11kN. Increased preload enhances friction at the carbon fiber-steel interface, reducing deformation. Similarly, expanding anchor width from 9 mm to 39 mm improves load-bearing capacity by 54.28 %, with larger anchors significantly boosting stiffness and bonding performance, which can be used to predict the mechanical properties of fiber fabric-steel reinforced by anchors.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142358348","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 : 2024-09-27DOI: 10.1016/j.jcsr.2024.109051
Friction dampers are widely used energy dissipators for the seismic fortification of engineering structures, due to their efficiency, reliability, and cost-effectiveness. Since the friction force is proportional to the normal load applied on the sliding interfaces for given friction materials, increasing the applied normal load is always the only approach to enhance the energy dissipation capacity of friction dampers. However, a large applied normal load may result in serious wear problems at the interfaces, which in turn affects the functionality of the damper. To address the above issue, a novel rotary amplification friction damper (RAFD) is proposed in the present study, which can realize several times amplified friction force for a given normal load due to the adopted amplification system. The conceptual design and working mechanism of the proposed RAFD are first introduced. Subsequently, a damper prototype was manufactured and experimental studies were carried out to examine the behaviors of RAFD. Then, a nonlinear mechanical model considering the gap between the gear and rack is developed based on the experimental results. Finally, an analytical model of a single-degree-of-freedom (SDOF) system equipped with RAFD is established to investigate the control performance of RAFD in reducing the structural seismic responses and evaluate the influences of various parameters including gap and earthquake types (far-field and near-field ground motions). The analytical and experimental results demonstrate that the proposed RAFD showcases superior seismic control effectiveness compared to the traditional friction damper; the presence of a gap would reduce the control effectiveness of RAFD to some extent, while earthquake types have minimal impact.
{"title":"Mechanical behaviors and seismic performance of a novel rotary amplification friction damper (RAFD): Experimental and analytical studies","authors":"","doi":"10.1016/j.jcsr.2024.109051","DOIUrl":"10.1016/j.jcsr.2024.109051","url":null,"abstract":"<div><div>Friction dampers are widely used energy dissipators for the seismic fortification of engineering structures, due to their efficiency, reliability, and cost-effectiveness. Since the friction force is proportional to the normal load applied on the sliding interfaces for given friction materials, increasing the applied normal load is always the only approach to enhance the energy dissipation capacity of friction dampers. However, a large applied normal load may result in serious wear problems at the interfaces, which in turn affects the functionality of the damper. To address the above issue, a novel rotary amplification friction damper (RAFD) is proposed in the present study, which can realize several times amplified friction force for a given normal load due to the adopted amplification system. The conceptual design and working mechanism of the proposed RAFD are first introduced. Subsequently, a damper prototype was manufactured and experimental studies were carried out to examine the behaviors of RAFD. Then, a nonlinear mechanical model considering the gap between the gear and rack is developed based on the experimental results. Finally, an analytical model of a single-degree-of-freedom (SDOF) system equipped with RAFD is established to investigate the control performance of RAFD in reducing the structural seismic responses and evaluate the influences of various parameters including gap and earthquake types (far-field and near-field ground motions). The analytical and experimental results demonstrate that the proposed RAFD showcases superior seismic control effectiveness compared to the traditional friction damper; the presence of a gap would reduce the control effectiveness of RAFD to some extent, while earthquake types have minimal impact.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142328144","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 : 2024-09-27DOI: 10.1016/j.jcsr.2024.109047
An experimental and theoretical investigation is conducted to evaluate the behavior of CFT columns with a unique geometric cross-section under axial loading and in a thermal environment. In this study, based on previous research on octagonal CFT columns, this geometry was chosen as a favorable option compared to other possible configurations. Additionally, binding bars were employed to enhance these columns' mechanical and thermal behavior. A thermal gradient (temperature changes ranging from 0 to 600 degrees) was applied in the laboratory to replicate extreme environmental conditions. By experimental results, a theoretical investigation was conducted to derive suggested formulas for considering confinement effects in O-CFT-WBB columns, and the results were then compared with experimental results and the closest existing formulas. After examining the experimental results, it was shown that the presented formulas had more accuracy than the existing ones. Additionally, based on the experimental results, the presence of binding bars at different temperatures led to different behaviors in the axial capacity of the columns. According to the results, the binding bars in the O-CFT-WB columns can lead to different behaviors in the axial capacity of the columns. Based on a constitutive model of confined concrete, a method for calculating the maximum strength of L-shaped CFT columns with and without binding bars is proposed. The method is verified with experimental results from this test program and data from other experiments.
{"title":"Experimental and numerical investigations of the octagonal concrete-filled thin-walled tube columns with binding bars (O-CFT-WBB) under compressive pressure and thermal loads","authors":"","doi":"10.1016/j.jcsr.2024.109047","DOIUrl":"10.1016/j.jcsr.2024.109047","url":null,"abstract":"<div><div>An experimental and theoretical investigation is conducted to evaluate the behavior of CFT columns with a unique geometric cross-section under axial loading and in a thermal environment. In this study, based on previous research on octagonal CFT columns, this geometry was chosen as a favorable option compared to other possible configurations. Additionally, binding bars were employed to enhance these columns' mechanical and thermal behavior. A thermal gradient (temperature changes ranging from 0 to 600 degrees) was applied in the laboratory to replicate extreme environmental conditions. By experimental results, a theoretical investigation was conducted to derive suggested formulas for considering confinement effects in O-CFT-WBB columns, and the results were then compared with experimental results and the closest existing formulas. After examining the experimental results, it was shown that the presented formulas had more accuracy than the existing ones. Additionally, based on the experimental results, the presence of binding bars at different temperatures led to different behaviors in the axial capacity of the columns. According to the results, the binding bars in the O-CFT-WB columns can lead to different behaviors in the axial capacity of the columns. Based on a constitutive model of confined concrete, a method for calculating the maximum strength of L-shaped CFT columns with and without binding bars is proposed. The method is verified with experimental results from this test program and data from other experiments.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142328145","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 : 2024-09-27DOI: 10.1016/j.jcsr.2024.109030
This paper presents an extensive experimental and numerical studies on the material properties and residual stresses distributions of Q690 HSS cold-formed EHS made from HSS plate with a nominal yield strength of 690 MPa to address the lack of information on the mechanical characteristics of these sections. A total of five Q690 HSS press-braked EHS were fabricated with 3 mm, 6 mm and 10 mm thick steel plates with transverse bending and longitudinal welding. The material properties were acquired by conducting tensile coupon tests with coupon specimens extracting from the critical regions within the cross-sections and from the parent plates as well. In addition, the membrane and bending residual stresses in the longitudinal direction were measured on half-section profile of representative EHS specimens. Sectioning method was utilised to manufacture the testing strips with a total of 71 strips cut by a wire-cutting machine and over 852 strain readings were recorded. In conjunction with the experimental tests, an integrated sequentially-coupled thermomechanical analysis was conducted by developing an advanced finite element (FE) model of manufacturing press-braked EHS specimen. The transverse bending was simulated with three-dimensional models underwent extensive plastic deformation to obtain the bending residual stress after press-braking and springback. The longitudinal welding was simulated using solid element and the technique of birth and death element was used to simulate the multi-passes welding and molten of welding electrode. Consequently, explicit residual stresses distributions in longitudinal direction against the perimeter due to the transverse bending and welding were ascertained. The experimental and numerical data were used to demonstrate and discuss the magnitudes and distribution patterns of the residual stresses. A predictive model for residual stress distribution within the Q690 HSS press-braked EHS was developed and proposed.
{"title":"Material properties and residual stresses of Q690 high strength steel press-braked elliptical hollow sections: Experimental investigation and numerical modelling","authors":"","doi":"10.1016/j.jcsr.2024.109030","DOIUrl":"10.1016/j.jcsr.2024.109030","url":null,"abstract":"<div><div>This paper presents an extensive experimental and numerical studies on the material properties and residual stresses distributions of Q690 HSS cold-formed EHS made from HSS plate with a nominal yield strength of 690 MPa to address the lack of information on the mechanical characteristics of these sections. A total of five Q690 HSS press-braked EHS were fabricated with 3 mm, 6 mm and 10 mm thick steel plates with transverse bending and longitudinal welding. The material properties were acquired by conducting tensile coupon tests with coupon specimens extracting from the critical regions within the cross-sections and from the parent plates as well. In addition, the membrane and bending residual stresses in the longitudinal direction were measured on half-section profile of representative EHS specimens. Sectioning method was utilised to manufacture the testing strips with a total of 71 strips cut by a wire-cutting machine and over 852 strain readings were recorded. In conjunction with the experimental tests, an integrated sequentially-coupled thermomechanical analysis was conducted by developing an advanced finite element (FE) model of manufacturing press-braked EHS specimen. The transverse bending was simulated with three-dimensional models underwent extensive plastic deformation to obtain the bending residual stress after press-braking and springback. The longitudinal welding was simulated using solid element and the technique of birth and death element was used to simulate the multi-passes welding and molten of welding electrode. Consequently, explicit residual stresses distributions in longitudinal direction against the perimeter due to the transverse bending and welding were ascertained. The experimental and numerical data were used to demonstrate and discuss the magnitudes and distribution patterns of the residual stresses. A predictive model for residual stress distribution within the Q690 HSS press-braked EHS was developed and proposed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142328147","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 : 2024-09-27DOI: 10.1016/j.jcsr.2024.109055
This paper delves into an experimental study on the load-bearing capabilities of self-drilling screw connections in stainless steel studs sheathed with ply-bamboo panels. A total of 92 connection specimens were tested employing monotonic and cyclic loading protocols. The performance of the stainless steel-ply-bamboo connections was studied under various conditions with respect to different ply-bamboo sheathing panels, steel studs, screw features, end distances and loading rates. The failure modes and performance parameters were discussed. The test results obtained in this study indicated that double directional ply-bamboo was lower than unidirectional flat pressing ply-bamboo in terms of tensile properties, and phosphating steel screws (PTS) exhibited higher nominal bending yield moment and yield strength compared to stainless steel screws (STS). In addition, the ultimate deformation of PTS connections was lower than that of STS connections, and the ductility coefficient of PTS connections was higher than that of STS connections. The unidirectional flat pressing ply-bamboo (UF) sheathing connections had a higher tensile strength than double directional ply-bamboo (DL) sheathing connections, but the peak load, the ultimate displacement and the ductility coefficient of the UF sheathing connections exhibited a reduction compared to DL sheathing connections. Stainless steel stud connections had some disadvantages over cold-formed steel stud connections in terms of elastic stiffness and ductility coefficient, but it improved the peak load and ultimate displacement compared to cold-formed steel stud connections. Based on the connection test information, correlation analysis and analytical modeling were conducted on the self-drilling screw connections within lightweight stainless steel-ply-bamboo shear walls.
{"title":"Connections in stainless steel frame shear walls sheathed with ply-bamboo panels","authors":"","doi":"10.1016/j.jcsr.2024.109055","DOIUrl":"10.1016/j.jcsr.2024.109055","url":null,"abstract":"<div><div>This paper delves into an experimental study on the load-bearing capabilities of self-drilling screw connections in stainless steel studs sheathed with ply-bamboo panels. A total of 92 connection specimens were tested employing monotonic and cyclic loading protocols. The performance of the stainless steel-ply-bamboo connections was studied under various conditions with respect to different ply-bamboo sheathing panels, steel studs, screw features, end distances and loading rates. The failure modes and performance parameters were discussed. The test results obtained in this study indicated that double directional ply-bamboo was lower than unidirectional flat pressing ply-bamboo in terms of tensile properties, and phosphating steel screws (PTS) exhibited higher nominal bending yield moment and yield strength compared to stainless steel screws (STS). In addition, the ultimate deformation of PTS connections was lower than that of STS connections, and the ductility coefficient of PTS connections was higher than that of STS connections. The unidirectional flat pressing ply-bamboo (UF) sheathing connections had a higher tensile strength than double directional ply-bamboo (DL) sheathing connections, but the peak load, the ultimate displacement and the ductility coefficient of the UF sheathing connections exhibited a reduction compared to DL sheathing connections. Stainless steel stud connections had some disadvantages over cold-formed steel stud connections in terms of elastic stiffness and ductility coefficient, but it improved the peak load and ultimate displacement compared to cold-formed steel stud connections. Based on the connection test information, correlation analysis and analytical modeling were conducted on the self-drilling screw connections within lightweight stainless steel-ply-bamboo shear walls.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-27","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142328146","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 : 2024-09-24DOI: 10.1016/j.jcsr.2024.109044
An experimental study was conducted on the seismic performance of a new type of replaceable arc-shaped connecting plate self-centering beam-column connection. One ordinary bolted connection node, four arc-shaped connecting plate self-centering nodes, and one dog-bone shaped connecting plate self-centering node specimens were designed and fabricated for the study, and these six node specimens were subjected to cyclic reciprocating load tests. The failure characteristics of each node were analyzed, and the seismic performance of the new type of node was investigated. The test results indicate that the new type of node exhibits small residual deformation after an earthquake, and effective improvement in load-carrying capacity, demonstrating good seismic performance. Additionally, the peak strength of the new type of node is positively correlated with the initial prestressing and the connecting plate thickness, and the recentering capability is positively correlated with the initial prestressing. Therefore, by optimizing the combination of initial prestressing of the steel tendons and the connecting plate thickness, the seismic performance of the nodes can be further enhanced.
{"title":"Experimental study on seismic performance of self-centering connection with replaceable arc-shaped plate","authors":"","doi":"10.1016/j.jcsr.2024.109044","DOIUrl":"10.1016/j.jcsr.2024.109044","url":null,"abstract":"<div><div>An experimental study was conducted on the seismic performance of a new type of replaceable arc-shaped connecting plate self-centering beam-column connection. One ordinary bolted connection node, four arc-shaped connecting plate self-centering nodes, and one dog-bone shaped connecting plate self-centering node specimens were designed and fabricated for the study, and these six node specimens were subjected to cyclic reciprocating load tests. The failure characteristics of each node were analyzed, and the seismic performance of the new type of node was investigated. The test results indicate that the new type of node exhibits small residual deformation after an earthquake, and effective improvement in load-carrying capacity, demonstrating good seismic performance. Additionally, the peak strength of the new type of node is positively correlated with the initial prestressing and the connecting plate thickness, and the recentering capability is positively correlated with the initial prestressing. Therefore, by optimizing the combination of initial prestressing of the steel tendons and the connecting plate thickness, the seismic performance of the nodes can be further enhanced.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142315357","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 : 2024-09-23DOI: 10.1016/j.jcsr.2024.109049
The paper presents a comprehensive experimental investigation into the slip performance of corroded bolted connections. A total of fifteen double-lap connection specimens were assembled and sixty fabricated load cells were employed to monitor the real-time preload of each high-strength bolt. Electrochemical accelerated corrosion tests were carried out to obtain connection specimens with five corrosion levels. The preload variations under indoor environment and during the corrosion tests were recorded, and shear tests were then performed on the connection specimens. It was found that the individual components in a connection specimen experienced different degrees of corrosion, with the bolt heads and nuts exhibiting the heaviest damage. The preload loss of high-strength bolts was maintained at a constant level with an average loss of 8.9 % after 45 days under indoor natural environment, while the preload loss induced by corrosion damage increased approximately linearly with the corrosion weight loss ratios. The slip loads and peak loads of connections with corrosion weight loss ratios of bolt set lower than 10 % displayed low sensitivity to corrosion damage, while the higher level of corrosion led to considerable declines in these characteristic loads. The experimentally determined slip coefficients were found to increase linearly with the development of corrosion weight loss ratios. Based on the experimental results, a predicted model for preload loss of high-strength bolts, calculation formulae for slip coefficients of faying surface, and consequently estimated methods for the slip resistances, were developed for corroded bolted connections.
{"title":"Experimental study on slip performance of corroded bolted connections","authors":"","doi":"10.1016/j.jcsr.2024.109049","DOIUrl":"10.1016/j.jcsr.2024.109049","url":null,"abstract":"<div><div>The paper presents a comprehensive experimental investigation into the slip performance of corroded bolted connections. A total of fifteen double-lap connection specimens were assembled and sixty fabricated load cells were employed to monitor the real-time preload of each high-strength bolt. Electrochemical accelerated corrosion tests were carried out to obtain connection specimens with five corrosion levels. The preload variations under indoor environment and during the corrosion tests were recorded, and shear tests were then performed on the connection specimens. It was found that the individual components in a connection specimen experienced different degrees of corrosion, with the bolt heads and nuts exhibiting the heaviest damage. The preload loss of high-strength bolts was maintained at a constant level with an average loss of 8.9 % after 45 days under indoor natural environment, while the preload loss induced by corrosion damage increased approximately linearly with the corrosion weight loss ratios. The slip loads and peak loads of connections with corrosion weight loss ratios of bolt set lower than 10 % displayed low sensitivity to corrosion damage, while the higher level of corrosion led to considerable declines in these characteristic loads. The experimentally determined slip coefficients were found to increase linearly with the development of corrosion weight loss ratios. Based on the experimental results, a predicted model for preload loss of high-strength bolts, calculation formulae for slip coefficients of faying surface, and consequently estimated methods for the slip resistances, were developed for corroded bolted connections.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142312885","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 : 2024-09-23DOI: 10.1016/j.jcsr.2024.109043
In this study, the influence of the slenderness and diameter-thickness ratio on the interfacial bonding performance of hollow steel tube and Ultra-high toughness cementitious composite (UHTCC) was analysed by conducting push-out test. The study examined the specimens' failure modes, strain distribution curves along the longitudinal direction of the steel tube, load-slip behaviour, and interfacial bonding mechanisms. A finite element model was developed and validated against experimental findings. The results indicated that neither the hollow steel tube nor the UHTCC reached their respective yield strengths during testing. The strain on the inner surface of the steel tube increased with increasing load. The interface load-slip curve revealed distinct cementation, slip, and friction phases. The stress distribution and load-slip characteristics of the steel tube simulated via finite element analysis closely match the experimental outcomes. Subsequently, considering the influence of the steel tube length and diameter, a statistical regression analysis was performed to determine the bond strength and bond failure load of the hollow steel tube and UHTCC, yielding calculation formulas correlating these parameters with the slenderness and thickness ratios. An error analysis validated the derived formulas against experimental and simulation results. Furthermore, two variables, namely the shear modulus of the bonding layer and the wall thickness of steel tubes, were introduced for the finite-element simulation under linear elastic conditions, and the changes in the related properties of the hollow steel tube and UHTCC members in response to the variation of some factors were discussed and analysed.
{"title":"Study of bond-slip push-out test of circular hollow steel tube and UHTCC","authors":"","doi":"10.1016/j.jcsr.2024.109043","DOIUrl":"10.1016/j.jcsr.2024.109043","url":null,"abstract":"<div><div>In this study, the influence of the slenderness and diameter-thickness ratio on the interfacial bonding performance of hollow steel tube and Ultra-high toughness cementitious composite (UHTCC) was analysed by conducting push-out test. The study examined the specimens' failure modes, strain distribution curves along the longitudinal direction of the steel tube, load-slip behaviour, and interfacial bonding mechanisms. A finite element model was developed and validated against experimental findings. The results indicated that neither the hollow steel tube nor the UHTCC reached their respective yield strengths during testing. The strain on the inner surface of the steel tube increased with increasing load. The interface load-slip curve revealed distinct cementation, slip, and friction phases. The stress distribution and load-slip characteristics of the steel tube simulated via finite element analysis closely match the experimental outcomes. Subsequently, considering the influence of the steel tube length and diameter, a statistical regression analysis was performed to determine the bond strength and bond failure load of the hollow steel tube and UHTCC, yielding calculation formulas correlating these parameters with the slenderness and thickness ratios. An error analysis validated the derived formulas against experimental and simulation results. Furthermore, two variables, namely the shear modulus of the bonding layer and the wall thickness of steel tubes, were introduced for the finite-element simulation under linear elastic conditions, and the changes in the related properties of the hollow steel tube and UHTCC members in response to the variation of some factors were discussed and analysed.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":null,"pages":null},"PeriodicalIF":4.0,"publicationDate":"2024-09-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142312884","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}
扫码关注我们
求助内容：
应助结果提醒方式：
京公网安备 11010802042870号