Pub Date : 2024-11-22DOI: 10.1016/j.jcsr.2024.109173
Cheng Ye , Wenhao Pan , Ruhao Wang , Yaozhi Luo
This paper is concerned with the optimal design of double-level guyed towers against buckling with a given material volume. The double-level guyed tower is simplified as a lateral braced column considering the pre-tensioned cable stiffness. The buckling criterion for double-level guyed towers is then analytically derived based on a matrix stiffness method (MSM) that enables the use of one element per member for an exact solution. Optimal designs of double-level guyed towers under various base fixity factors are obtained through an optimization procedure involving two decision variables: the height ratio and the cross-sectional area ratio between the upper level and the lower level. Optimization results indicate that pinned-ended double-level guyed towers achieve their maximum buckling load at a height ratio of 1.19 and a cross-sectional area ratio of 1.19. In contrast, fixed-ended towers achieve their maximum buckling load with a height ratio of 0.70 and a cross-sectional area ratio of 1.13. Transitioning from pinned to fixed base conditions increases the maximum buckling load by approximately 1.52 times. Design recommendations for double-level guyed towers are further presented.
{"title":"Optimal design of double-level guyed towers against buckling","authors":"Cheng Ye , Wenhao Pan , Ruhao Wang , Yaozhi Luo","doi":"10.1016/j.jcsr.2024.109173","DOIUrl":"10.1016/j.jcsr.2024.109173","url":null,"abstract":"<div><div>This paper is concerned with the optimal design of double-level guyed towers against buckling with a given material volume. The double-level guyed tower is simplified as a lateral braced column considering the pre-tensioned cable stiffness. The buckling criterion for double-level guyed towers is then analytically derived based on a matrix stiffness method (MSM) that enables the use of one element per member for an exact solution. Optimal designs of double-level guyed towers under various base fixity factors are obtained through an optimization procedure involving two decision variables: the height ratio and the cross-sectional area ratio between the upper level and the lower level. Optimization results indicate that pinned-ended double-level guyed towers achieve their maximum buckling load at a height ratio of 1.19 and a cross-sectional area ratio of 1.19. In contrast, fixed-ended towers achieve their maximum buckling load with a height ratio of 0.70 and a cross-sectional area ratio of 1.13. Transitioning from pinned to fixed base conditions increases the maximum buckling load by approximately 1.52 times. Design recommendations for double-level guyed towers are further presented.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109173"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701684","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 : 2024-11-22DOI: 10.1016/j.jcsr.2024.109176
Yan Diao , Yukai Wang , Hongzhi He , Yu Zou , M.F. Hassanein
In this paper, the behaviour of the T-joint between concrete filled-steel tube (CFST) chord members with diagonal PBL (Perfobond Leiste) stiffeners and square hollow section (SHS) steel braces is investigated. First, seven T-joint specimens were prepared and experimentally tested under axial load of the steel brace. The results were analysed and discussed with respect to the failure modes, load-displacement responses and load-strain curves. Obviously, the diagonal PBL stiffeners were found to effectively limit the cracking range of concrete, thereby improving the bearing capacity of the T-joints. This is followed by a finite element (FE) analysis for the T-joints using ABAQUS software. FE models were validated using the test results and then parametric studies were generated. These studies included the effects of the ratio of brace-to-chord width (), the ratio of brace-to-chord thickness (), the position and thickness of the PBL stiffeners and the steel and confined concrete material grades. Based on the experimental and numerical results, the bending characteristics were obtained for the steel brace-CFST chord T-joint under the axially compressed steel tube brace. Furthermore, the accuracy of the Chinese, Japanese, American and European specifications to calculate the bending bearing capacity of the T-joints were checked, and the results yielded highly conservative results. Therefore, a new calculation method was currently proposed, which takes into account the strengthening effect of the brace on the upper flange of the chord. The comparisons showed that the obtained results of this proposed method are in good agreement with experimental and FE results, and therefore can safely and reliably be used in design.
本文研究了带有对角 PBL（Perfobond Leiste）加劲件和方形空心截面（SHS）钢支撑的混凝土填充钢管（CFST）弦杆构件之间的 T 型连接性能。首先，制备了七个 T 型接头试样，并在钢支撑的轴向载荷下进行了实验测试。对试验结果进行了分析和讨论，包括失效模式、载荷-位移响应和载荷-应变曲线。显然，对角 PBL 加劲件可有效限制混凝土的开裂范围，从而提高 T 型连接的承载能力。随后，使用 ABAQUS 软件对 T 型接头进行了有限元（FE）分析。利用测试结果对 FE 模型进行了验证，然后进行了参数研究。这些研究包括弦杆宽度比 (β)、弦杆厚度比 (τ)、PBL 加劲件的位置和厚度以及钢和密实混凝土材料等级的影响。根据实验和数值结果，得出了轴向受压钢管支撑下钢支撑-CFST 弦T 型接头的弯曲特性。此外，还检验了中国、日本、美国和欧洲计算 T 型接头弯曲承载力的规范的准确性，结果非常保守。因此，目前提出了一种新的计算方法，该方法考虑了支撑对上弦翼缘的加强作用。比较结果表明，该方法的计算结果与实验结果和 FE 结果非常吻合，因此可以安全可靠地用于设计。
{"title":"On the behaviour of diagonally-stiffened concrete-filled steel tube-to-SHS steel brace T-joints: An experimental and numerical investigation","authors":"Yan Diao , Yukai Wang , Hongzhi He , Yu Zou , M.F. Hassanein","doi":"10.1016/j.jcsr.2024.109176","DOIUrl":"10.1016/j.jcsr.2024.109176","url":null,"abstract":"<div><div>In this paper, the behaviour of the T-joint between concrete filled-steel tube (CFST) chord members with diagonal PBL (Perfobond Leiste) stiffeners and square hollow section (SHS) steel braces is investigated. First, seven T-joint specimens were prepared and experimentally tested under axial load of the steel brace. The results were analysed and discussed with respect to the failure modes, load-displacement responses and load-strain curves. Obviously, the diagonal PBL stiffeners were found to effectively limit the cracking range of concrete, thereby improving the bearing capacity of the T-joints. This is followed by a finite element (FE) analysis for the T-joints using ABAQUS software. FE models were validated using the test results and then parametric studies were generated. These studies included the effects of the ratio of brace-to-chord width (<span><math><mi>β</mi></math></span>), the ratio of brace-to-chord thickness (<span><math><mi>τ</mi></math></span>), the position and thickness of the PBL stiffeners and the steel and confined concrete material grades. Based on the experimental and numerical results, the bending characteristics were obtained for the steel brace-CFST chord T-joint under the axially compressed steel tube brace. Furthermore, the accuracy of the Chinese, Japanese, American and European specifications to calculate the bending bearing capacity of the T-joints were checked, and the results yielded highly conservative results. Therefore, a new calculation method was currently proposed, which takes into account the strengthening effect of the brace on the upper flange of the chord. The comparisons showed that the obtained results of this proposed method are in good agreement with experimental and FE results, and therefore can safely and reliably be used in design.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109176"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701683","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 : 2024-11-22DOI: 10.1016/j.jcsr.2024.109174
Yang Zhan , Benben Li , Zhangjian Wu , Senjie Xu
A new hybrid steel-PFRP (Pultruded Fiber-Reinforced Polymer) bolted joint stiffened by steel plates is proposed in this paper to improve the joint efficiency for hybrid steel-PFRP lattice structures. The performance of the new steel-stiffened hybrid steel-PFRP joint (SHJ) was investigated and compared with that of ordinary steel-PFRP bolted joint (OBJ) using finite element method (FEM) and experimental test. In the numerical simulations, three-dimensional (3D) progressive damage joint models were developed and validated by joint tests, in which damage was investigated by employing Hashin failure criterion for PFRP part. Moreover, full-scale structural tests were also performed to further calibrate the performance of SHJ and OBJ in hybrid steel-PFRP lattice structures. The results from both joint level and structure level indicate that the performance of SHJ including ultimate bearing capacity, stiffness and joint efficiency is prominently superior to that of OBJ. SHJ is feasible and effective for application in hybrid steel-PFRP lattice structures. Parametric studies on SHJ were further conducted. The influences of the geometric parameters, such as the end distance to bolt diameter ratio (e/d) and the PFRP width to bolt diameter ratio (w/d), on the failure mode of SHJ were also discussed with the validated 3D progressive damage models.
{"title":"Numerical analysis and experimental validation of new steel-stiffened hybrid steel-PFRP bolted joints","authors":"Yang Zhan , Benben Li , Zhangjian Wu , Senjie Xu","doi":"10.1016/j.jcsr.2024.109174","DOIUrl":"10.1016/j.jcsr.2024.109174","url":null,"abstract":"<div><div>A new hybrid steel-PFRP (Pultruded Fiber-Reinforced Polymer) bolted joint stiffened by steel plates is proposed in this paper to improve the joint efficiency for hybrid steel-PFRP lattice structures. The performance of the new steel-stiffened hybrid steel-PFRP joint (SHJ) was investigated and compared with that of ordinary steel-PFRP bolted joint (OBJ) using finite element method (FEM) and experimental test. In the numerical simulations, three-dimensional (3D) progressive damage joint models were developed and validated by joint tests, in which damage was investigated by employing Hashin failure criterion for PFRP part. Moreover, full-scale structural tests were also performed to further calibrate the performance of SHJ and OBJ in hybrid steel-PFRP lattice structures. The results from both joint level and structure level indicate that the performance of SHJ including ultimate bearing capacity, stiffness and joint efficiency is prominently superior to that of OBJ. SHJ is feasible and effective for application in hybrid steel-PFRP lattice structures. Parametric studies on SHJ were further conducted. The influences of the geometric parameters, such as the end distance to bolt diameter ratio (<em>e/d</em>) and the PFRP width to bolt diameter ratio (<em>w/d</em>), on the failure mode of SHJ were also discussed with the validated 3D progressive damage models.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109174"},"PeriodicalIF":4.0,"publicationDate":"2024-11-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142701682","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 : 2024-11-20DOI: 10.1016/j.jcsr.2024.109168
Chenghao Shang , Yun Zhou , Jiale Li , Ke Jiang , Genquan Zhong
Shear panel dampers (SPDs) are widely recognized for their outstanding performance and straightforward configuration, positioning them as a favored option for energy dissipation in the field of structural engineering. A primary issue with SPDs is the buckling of the web plate, which significantly diminishes their strengths and energy dissipation capabilities. To address this issue, a novel arc-shaped corrugated steel plate damper (ACSPD) has been developed in this paper, which is featured by an arc-shaped corrugated web plate to enhance the out-of-plane buckling resistance. This paper presents both experimental and numerical investigations into the hysteretic and fatigue characteristics of ACSPDs. Incremental-amplitude cyclic tests and constant-amplitude low-cycle fatigue tests were conducted on two identical sets of ACSPDs, with each set consisting of four ACSPD specimens featuring different corrugation parameters. The key test results, including the failure mechanisms, hysteresis curves, low-cycle fatigue properties and energy dissipation capacities, were fully reported and discussed. Finite element models were developed and validated against test results to enable a further understanding of the behavior of ACSPDs. Both the experimental and numerical results conclusively demonstrate that ACSPDs with appropriate corrugation parameters exhibit superior hysteretic and fatigue performance.
{"title":"Hysteretic and low-cycle fatigue performance of arc-shaped corrugated steel plate dampers","authors":"Chenghao Shang , Yun Zhou , Jiale Li , Ke Jiang , Genquan Zhong","doi":"10.1016/j.jcsr.2024.109168","DOIUrl":"10.1016/j.jcsr.2024.109168","url":null,"abstract":"<div><div>Shear panel dampers (SPDs) are widely recognized for their outstanding performance and straightforward configuration, positioning them as a favored option for energy dissipation in the field of structural engineering. A primary issue with SPDs is the buckling of the web plate, which significantly diminishes their strengths and energy dissipation capabilities. To address this issue, a novel arc-shaped corrugated steel plate damper (ACSPD) has been developed in this paper, which is featured by an arc-shaped corrugated web plate to enhance the out-of-plane buckling resistance. This paper presents both experimental and numerical investigations into the hysteretic and fatigue characteristics of ACSPDs. Incremental-amplitude cyclic tests and constant-amplitude low-cycle fatigue tests were conducted on two identical sets of ACSPDs, with each set consisting of four ACSPD specimens featuring different corrugation parameters. The key test results, including the failure mechanisms, hysteresis curves, low-cycle fatigue properties and energy dissipation capacities, were fully reported and discussed. Finite element models were developed and validated against test results to enable a further understanding of the behavior of ACSPDs. Both the experimental and numerical results conclusively demonstrate that ACSPDs with appropriate corrugation parameters exhibit superior hysteretic and fatigue performance.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109168"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702947","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 : 2024-11-20DOI: 10.1016/j.jcsr.2024.109170
Lipeng Sun , Yongjian Liu , Lin Wang , Qiang Han
This study explores the elastic local buckling behavior of double-skinned ultra-high-performance concrete (DS-UHPC) composite plates, focusing on the effects of interfacial shear slip. A theoretical model, based on the first-order shear deformation theory for sandwich plates, was developed to predict the elastic local buckling behavior of these composite plates. An analytical solution for the elastic buckling coefficient under uniform compression with a simply supported boundary condition was derived. The results reveal that interfacial shear stiffness and the proportion of cross-sectional steel content significantly affect the elastic buckling coefficient. Specifically, lower interfacial shear stiffness and higher steel content proportion result in a decreased buckling coefficient, while increasing interfacial shear stiffness reduces the sensitivity of the buckling coefficient to variations in steel content proportion. Finite element models were established and validated against previous studies on the buckling performance of single-layer steel-concrete composite plates and classical solutions of buckling coefficients without interfacial shear slip. Semi-analytical solutions for the elastic buckling coefficient under various boundary conditions were also developed through a comprehensive set of finite element results. Building on these findings, a design procedure for DS-UHPC composite plates is proposed, emphasizing the optimization of interfacial connectors to minimize shear slip effects on local buckling. This procedure ensures the prevention of local buckling in both the external steel plates and the entire composite plate, thereby enhancing structural stability.
{"title":"Elastic local buckling of double-skinned UHPC composite plates considering interfacial shear slip","authors":"Lipeng Sun , Yongjian Liu , Lin Wang , Qiang Han","doi":"10.1016/j.jcsr.2024.109170","DOIUrl":"10.1016/j.jcsr.2024.109170","url":null,"abstract":"<div><div>This study explores the elastic local buckling behavior of double-skinned ultra-high-performance concrete (DS-UHPC) composite plates, focusing on the effects of interfacial shear slip. A theoretical model, based on the first-order shear deformation theory for sandwich plates, was developed to predict the elastic local buckling behavior of these composite plates. An analytical solution for the elastic buckling coefficient under uniform compression with a simply supported boundary condition was derived. The results reveal that interfacial shear stiffness and the proportion of cross-sectional steel content significantly affect the elastic buckling coefficient. Specifically, lower interfacial shear stiffness and higher steel content proportion result in a decreased buckling coefficient, while increasing interfacial shear stiffness reduces the sensitivity of the buckling coefficient to variations in steel content proportion. Finite element models were established and validated against previous studies on the buckling performance of single-layer steel-concrete composite plates and classical solutions of buckling coefficients without interfacial shear slip. Semi-analytical solutions for the elastic buckling coefficient under various boundary conditions were also developed through a comprehensive set of finite element results. Building on these findings, a design procedure for DS-UHPC composite plates is proposed, emphasizing the optimization of interfacial connectors to minimize shear slip effects on local buckling. This procedure ensures the prevention of local buckling in both the external steel plates and the entire composite plate, thereby enhancing structural stability.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109170"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702946","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 : 2024-11-20DOI: 10.1016/j.jcsr.2024.109169
Shen-Haw Ju, Chueh-Sheng Chiu, Yi-Chen Huang
For proper structural analysis and steel design of suction piles in offshore wind turbine support structures, a Q-z spring with the rigid link effect was developed to support both axial forces and bending moments at the bottom of suction piles. Moreover, the t-z spring with the axial shear and torsion was considered to avoid the suction pile oscillation in the axial rotation direction. The optimal ultimate design shows that the structure with suction piles requires nearly 1.4 times the steel of that with traditional piles. However, after deducting the pile foundation, the weight of the remaining components is similar. For both types of foundations, design situation 6 (parked with high wind and wave loads) dominates for nearly 50 % of the steel structure design. For suction pile cases, design situation 8 (construction for piles) controls all the steel design for the suction pile due to the buckling of the thin shell cylinder under the large hoop water pressure. Another critical issue is fatigue at connections. To overcome this problem, one can select an appropriate yaw stiffness to ensure the first torsional natural frequency greater than the rotor frequency at the rated power (F1P) and less than three times of F1P (F3P).
{"title":"Comparing traditional and suction piles in steel design of wind turbine structures","authors":"Shen-Haw Ju, Chueh-Sheng Chiu, Yi-Chen Huang","doi":"10.1016/j.jcsr.2024.109169","DOIUrl":"10.1016/j.jcsr.2024.109169","url":null,"abstract":"<div><div>For proper structural analysis and steel design of suction piles in offshore wind turbine support structures, a Q-z spring with the rigid link effect was developed to support both axial forces and bending moments at the bottom of suction piles. Moreover, the t-z spring with the axial shear and torsion was considered to avoid the suction pile oscillation in the axial rotation direction. The optimal ultimate design shows that the structure with suction piles requires nearly 1.4 times the steel of that with traditional piles. However, after deducting the pile foundation, the weight of the remaining components is similar. For both types of foundations, design situation 6 (parked with high wind and wave loads) dominates for nearly 50 % of the steel structure design. For suction pile cases, design situation 8 (construction for piles) controls all the steel design for the suction pile due to the buckling of the thin shell cylinder under the large hoop water pressure. Another critical issue is fatigue at connections. To overcome this problem, one can select an appropriate yaw stiffness to ensure the first torsional natural frequency greater than the rotor frequency at the rated power (<em>F</em><sub><em>1P</em></sub>) and less than three times of <em>F</em><sub><em>1P</em></sub> (<em>F</em><sub><em>3P</em></sub>).</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109169"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702944","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 : 2024-11-20DOI: 10.1016/j.jcsr.2024.109172
Bing-Lin Lai , Yi-Ran Li , Jia-Hui Zhao , Zheng-Yi Kong , Sheng-Gang Fan
As the interfacial bond property is of great significance to derive the composite action between stainless steel tube and UHPC for the Ultra-High Performance Concrete Filled Stainless Steel Tubular (UHPCFSST) columns, the push-out tests were conducted in this program, which includes 8 specimens having different stainless steel tube diameter and tube thickness. Based on the test results, the damage patterns and the full range load-slip curves are analyzed in detail, and the interfacial bond stress constitutes at different loading stages were also identified and evaluated. On top of that, the longitudinal strain of the stainless steel tube was analyzed based on elastic theory to derive the non-dimensional bond stress distribution law along the steel-concrete interface. The comparison between test results and the predictions from current code specification or the available empirical formulas indicate a large discrepancy and inconsistency. Therefore, the bond strength and corresponding slippage value of UHPCFSST columns were predicted by a new equation based on regression analysis. The research discovery obtained from this study provides theoretical significance and practical value for improving the design theory and application of UHPCFSST columns in practical engineering.
{"title":"Experimental study on the interfacial bond behavior of UHPC filled circular stainless steel tubes","authors":"Bing-Lin Lai , Yi-Ran Li , Jia-Hui Zhao , Zheng-Yi Kong , Sheng-Gang Fan","doi":"10.1016/j.jcsr.2024.109172","DOIUrl":"10.1016/j.jcsr.2024.109172","url":null,"abstract":"<div><div>As the interfacial bond property is of great significance to derive the composite action between stainless steel tube and UHPC for the Ultra-High Performance Concrete Filled Stainless Steel Tubular (UHPCFSST) columns, the push-out tests were conducted in this program, which includes 8 specimens having different stainless steel tube diameter and tube thickness. Based on the test results, the damage patterns and the full range load-slip curves are analyzed in detail, and the interfacial bond stress constitutes at different loading stages were also identified and evaluated. On top of that, the longitudinal strain of the stainless steel tube was analyzed based on elastic theory to derive the non-dimensional bond stress distribution law along the steel-concrete interface. The comparison between test results and the predictions from current code specification or the available empirical formulas indicate a large discrepancy and inconsistency. Therefore, the bond strength and corresponding slippage value of UHPCFSST columns were predicted by a new equation based on regression analysis. The research discovery obtained from this study provides theoretical significance and practical value for improving the design theory and application of UHPCFSST columns in practical engineering.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109172"},"PeriodicalIF":4.0,"publicationDate":"2024-11-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142702945","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 : 2024-11-19DOI: 10.1016/j.jcsr.2024.109159
Kun Lang , Mingzhou Su , Xihao Ye , Wei Shi , Pengyuan Yan , Zi Zhu , Chenqian Zhang , Jing Jin
Corrugated steel-plate culverts, particularly in horizontal ellipse form, are commonly used in large-span projects. Despite the guidelines on plate radius ratios, the impact of these ratios on mechanical properties remains unexplored. This gap highlights the need for research to guide utility tunnel design because existing studies mainly focus on round culverts compressed into elliptical shapes. Therefore, this study conducted backfill, simulated vehicle live load, and ultimate-load tests on two horizontal-ellipse corrugated steel utility tunnel structures with different top-side plate ratios to examine their response characteristics under various load conditions. Moreover, they were compared with those of existing design methods to offer new insights for the design analysis of soil–steel structures. The results demonstrated that the ratio significantly influenced bending moment distribution, and the critical section was concentrated beneath the loading pad for live loads. The ultimate capacity varied with the ratio, with the higher ratio specimen reaching approximately 92.5 % of the capacity of its counterpart. Both specimens failed via tri-plastic hinge mechanisms, with reduced capacity as corrugations flattened. The Canadian Highway Bridge Design Code, which considers thrust force and bending moment, accurately predicted bearing capacity than the other methods in this study. These findings are vital for optimising design and ensuring safety in horizontal-ellipse corrugated steel utility tunnels.
{"title":"Laboratory test and design methods of horizontal-ellipse corrugated-steel-plate–utility-tunnel with varying top–side plate ratios","authors":"Kun Lang , Mingzhou Su , Xihao Ye , Wei Shi , Pengyuan Yan , Zi Zhu , Chenqian Zhang , Jing Jin","doi":"10.1016/j.jcsr.2024.109159","DOIUrl":"10.1016/j.jcsr.2024.109159","url":null,"abstract":"<div><div>Corrugated steel-plate culverts, particularly in horizontal ellipse form, are commonly used in large-span projects. Despite the guidelines on plate radius ratios, the impact of these ratios on mechanical properties remains unexplored. This gap highlights the need for research to guide utility tunnel design because existing studies mainly focus on round culverts compressed into elliptical shapes. Therefore, this study conducted backfill, simulated vehicle live load, and ultimate-load tests on two horizontal-ellipse corrugated steel utility tunnel structures with different top-side plate ratios to examine their response characteristics under various load conditions. Moreover, they were compared with those of existing design methods to offer new insights for the design analysis of soil–steel structures. The results demonstrated that the ratio significantly influenced bending moment distribution, and the critical section was concentrated beneath the loading pad for live loads. The ultimate capacity varied with the ratio, with the higher ratio specimen reaching approximately 92.5 % of the capacity of its counterpart. Both specimens failed via tri-plastic hinge mechanisms, with reduced capacity as corrugations flattened. The Canadian Highway Bridge Design Code, which considers thrust force and bending moment, accurately predicted bearing capacity than the other methods in this study. These findings are vital for optimising design and ensuring safety in horizontal-ellipse corrugated steel utility tunnels.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109159"},"PeriodicalIF":4.0,"publicationDate":"2024-11-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142703424","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 : 2024-11-19DOI: 10.1016/j.jcsr.2024.109171
Bin Qiang , Qiang Xie , Dian Lei , Hong Yang , Jun Wu , Tihao Qin , Dongming Zhu , Yadong Li
This study investigates the welding residual stress (WRS) spatial distribution in a high-performance steel (HPS) Q500qE unequal-thickness butt-welded joint of steel bridge tower. The hole-drilling and contour methods were used to measure the initial residual stress (IRS) of the base material and WRS in the welded joint. Additionally, the welding process was simulated using ABAQUS, incorporating IRS of base material to study WRS of welded joint. The comparison between measured and simulated WRS showed good agreement, validating the simulation's effectiveness and accuracy. The results reveal that simulated longitudinal and transverse WRSs (LWRS and TWRS) on the top and bottom surfaces indicate high tensile stresses in the weld region, exceeding the measured yield strength of the Q500qE steel. These stresses decrease and transition to compressive states as the distance from the weld increases. LWRS contours show a high tensile stress region along the plate thickness in the weld. Away from the weld, the LWRS is compressive at the surface layer and tensile in the interior zone, especially in the 56 mm-thick base material. The simulated TWRS shows high tensile stress primarily at the weld surface layer, with compressive stress mainly in the surface layer of the 56 mm-thick base material. Compared to vertical WRS (VWRS), the simulated LWRS and TWRS with IRS show higher stress levels and significant stress gradients.
{"title":"Investigation into welding residual stress of high-performance-steel Q500qE welded-joint","authors":"Bin Qiang , Qiang Xie , Dian Lei , Hong Yang , Jun Wu , Tihao Qin , Dongming Zhu , Yadong Li","doi":"10.1016/j.jcsr.2024.109171","DOIUrl":"10.1016/j.jcsr.2024.109171","url":null,"abstract":"<div><div>This study investigates the welding residual stress (WRS) spatial distribution in a high-performance steel (HPS) Q500qE unequal-thickness butt-welded joint of steel bridge tower. The hole-drilling and contour methods were used to measure the initial residual stress (IRS) of the base material and WRS in the welded joint. Additionally, the welding process was simulated using ABAQUS, incorporating IRS of base material to study WRS of welded joint. The comparison between measured and simulated WRS showed good agreement, validating the simulation's effectiveness and accuracy. The results reveal that simulated longitudinal and transverse WRSs (LWRS and TWRS) on the top and bottom surfaces indicate high tensile stresses in the weld region, exceeding the measured yield strength of the Q500qE steel. These stresses decrease and transition to compressive states as the distance from the weld increases. LWRS contours show a high tensile stress region along the plate thickness in the weld. Away from the weld, the LWRS is compressive at the surface layer and tensile in the interior zone, especially in the 56 mm-thick base material. The simulated TWRS shows high tensile stress primarily at the weld surface layer, with compressive stress mainly in the surface layer of the 56 mm-thick base material. Compared to vertical WRS (VWRS), the simulated LWRS and TWRS with IRS show higher stress levels and significant stress gradients.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109171"},"PeriodicalIF":4.0,"publicationDate":"2024-11-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142703425","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 : 2024-11-18DOI: 10.1016/j.jcsr.2024.109130
Liusi Dai , Jinchen Shi , Shen Yan , Chong Ren
In order to simulate the full-range moment-rotation characteristic of steel storage rack beam-to-upright connections incorporating material fracture, this paper presents experimental and numerical investigations into the fracture behaviour of Q235 cold-formed thin-walled steel (CFTWS) flat and corner materials. A total of 43 specimens derived from Q235 CFTWS plates were tested. Two different thicknesses (1.8 mm and 3.25 mm), three varied bend angles (0°, 70° and 90°), and five types of specimens representing different stress states, were considered. The load-displacement curves and fracture characteristics of each specimen were derived from tests. The refined numerical models were established and validated by the test data. Based on experimental and numerical simulation results, four commonly used ductile fracture models for metal materials were calibrated and compared. The results show that the verified LMVGM fracture model is applicable to Q235 CFTWS flat and corner materials, and then compiled into a USDFLD subroutine in numerical simulation models to predict the flexural behaviour of storage rack beam-to-upright connections. The comparison between test and numerical simulation results illustrates that the established ductile fracture model for Q235 CFTWS materials can accurately simulate the fracture related failure modes of beam-to-upright connections in CFTWS storage racks.
{"title":"Experimental and numerical investigation on ductile fracture of Q235 cold-formed thin-walled steel","authors":"Liusi Dai , Jinchen Shi , Shen Yan , Chong Ren","doi":"10.1016/j.jcsr.2024.109130","DOIUrl":"10.1016/j.jcsr.2024.109130","url":null,"abstract":"<div><div>In order to simulate the full-range moment-rotation characteristic of steel storage rack beam-to-upright connections incorporating material fracture, this paper presents experimental and numerical investigations into the fracture behaviour of Q235 cold-formed thin-walled steel (CFTWS) flat and corner materials. A total of 43 specimens derived from Q235 CFTWS plates were tested. Two different thicknesses (1.8 mm and 3.25 mm), three varied bend angles (0°, 70° and 90°), and five types of specimens representing different stress states, were considered. The load-displacement curves and fracture characteristics of each specimen were derived from tests. The refined numerical models were established and validated by the test data. Based on experimental and numerical simulation results, four commonly used ductile fracture models for metal materials were calibrated and compared. The results show that the verified LMVGM fracture model is applicable to Q235 CFTWS flat and corner materials, and then compiled into a USDFLD subroutine in numerical simulation models to predict the flexural behaviour of storage rack beam-to-upright connections. The comparison between test and numerical simulation results illustrates that the established ductile fracture model for Q235 CFTWS materials can accurately simulate the fracture related failure modes of beam-to-upright connections in CFTWS storage racks.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"224 ","pages":"Article 109130"},"PeriodicalIF":4.0,"publicationDate":"2024-11-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142703730","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}
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