Query：
学者姓名：王莹
Refining：
Year
Type
Indexed by
Source
Complex
Former Name
Co-
Language
Clean All
Abstract ：
This paper compiled an experimental database consisting of 320 square concrete-filled steel tube (CFT) beam- columns subjected to cyclic loading. Approximately 82 % of these specimens were conventional-strength CFTs, revealing a significant lack of test data for high-strength CFTs. According to the current AISC Specification (AISC 360-16), CFTs are classified into three categories based on the width-to-thickness ratio (b/t): compact, noncompact, and slender sections. Notably, there is a gap in research regarding the seismic behavior of non- compact and slender CFTs. To address this gap, detailed finite element (FE) models were developed and validated. Based on the benchmarked model, an additional 156 high-strength concrete-filled high-strength steel (HS- HC) models were introduced to supplement data for high-strength square concrete-filled steel tube (HS-SCFT) members with slender and noncompact sections. Combined with the experimental database and the FE analysis, the calculation method for the strength of HS-SCFT beam-columns as outlined in AISC 360-16 and GB50936 was evaluated. The results indicated that the axial load (N) calculated according to GB50936 was more conservative for compact sections, whereas the N calculated using AISC 360-16 was more conservative for slender sections. Additionally, the flexural strength (M) calculated using AISC 360-16 demonstrated the best agreement with experimental results, while the M calculations from GB50936 exhibited greater dispersion. A new simplified method for calculating the load-displacement skeleton curve of HS-SCFT beam-columns was proposed considering the effect of critical parameters. The findings indicated that the proposed method effectively captures the behavior of HS-SCFT beam-columns under cyclic loading.
Keyword ：
Beam-columns Beam-columns Concrete-filled steel tube (CFT) Concrete-filled steel tube (CFT) Experimental database Experimental database Finite element analysis Finite element analysis High-strength High-strength Square Square
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Han, Wenbing , Wang, Ying . High-strength square concrete-filled steel tube (HS-SCFT) beam-columns under cyclic loading: Experimental database, modeling, and analysis [J]. | STRUCTURES , 2025 , 72 . |
| MLA | Han, Wenbing 等. "High-strength square concrete-filled steel tube (HS-SCFT) beam-columns under cyclic loading: Experimental database, modeling, and analysis" . | STRUCTURES 72 (2025) . |
| APA | Han, Wenbing , Wang, Ying . High-strength square concrete-filled steel tube (HS-SCFT) beam-columns under cyclic loading: Experimental database, modeling, and analysis . | STRUCTURES , 2025 , 72 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
The problems of conventional lap-spliced connection are long splicing length, narrow internal space and difficulty in maintaining verticality. Therefore, an innovative connection was proposed by adopting tubes instead of vertical rebars. The innovative connection can not only solve the listed limitations, but also optimize the mechanical behavior and the construction efficiency. This paper numerically investigated the axial tensile performance of the innovative connection based on the previous tests. The force-transferring mechanism was revealed and the parametric study was conducted by changing concrete strength, plate thickness, eccentricity, number of studs, and location of shear connectors. The simulation results indicated that the steel plate in the tension zone yielded along the X-shaped tension band. The axial tension was transferred through the concrete compression struts generated under the combined action of concrete, tie bars and studs. The influence of concrete strength on the axial tensile performance was relatively small. The influence of number of studs, location of shear connectors, plate thickness, and eccentricity on the axial strength and stiffness was significant. Besides, current specifications were evaluated and detailed design recommendations were given.
Keyword ：
Double-steel-composite wall Double-steel-composite wall Finite element analysis Finite element analysis Innovative connection Innovative connection
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Liao, Tianyu , Wang, Ying , Yang, Yuxing et al. Numerical analysis on the tensile behavior of innovative SC wall-RC foundation connections [J]. | STRUCTURES , 2025 , 75 . |
| MLA | Liao, Tianyu et al. "Numerical analysis on the tensile behavior of innovative SC wall-RC foundation connections" . | STRUCTURES 75 (2025) . |
| APA | Liao, Tianyu , Wang, Ying , Yang, Yuxing , Chen, Rong , Zuo, Junbo , Han, Wenbing . Numerical analysis on the tensile behavior of innovative SC wall-RC foundation connections . | STRUCTURES , 2025 , 75 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
高强方钢管超高性能混凝土构件在大跨桥梁、超高层建筑等工程中均有着广泛的应用前景.为研究高强方钢管超高性能混凝土短柱的轴压力学性能,设计制作了 16根方钢管混凝土短柱,并对其开展轴压试验,研究了混凝土抗压强度、钢管屈服强度、截面宽厚比等参数对其轴压性能的影响.通过ABAQUS有限元软件对试件进行非线性有限元分析和参数分析,以明确高强方钢管超高性能混凝土轴压短柱的受力机理.研究结果表明:高强方钢管超高性能混凝土短柱轴压性能良好;提高混凝土抗压强度可显著提升轴压承载力和刚度,且对延性影响不大;提高钢材屈服强度可提升承载力,但对轴压刚度和延性的影响较小;减小截面宽厚比可提升轴压承载力、刚度和延性,并延缓局部屈曲和剪切破坏.最后,将已有试验统计数据和所得试验结果与中国规范GB 50936-2014、欧洲规范EC4(2004)和美国规范AISC 360-22中相关公式的计算结果进行对比,发现GB 50936-2014对高强方钢管超高性能混凝土短柱轴压承载力的预测偏差较大,欧洲规范EC4(2004)的预测不够安全,且无法考虑钢管局部失稳的影响;美国规范AISC 360-22的计算结果与试验结果较为接近,且考虑了钢管局部失稳的影响.
Keyword ：
方钢管混凝土 方钢管混凝土 桥梁工程 桥梁工程 超高性能混凝土 超高性能混凝土 轴压试验 轴压试验
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | 赖志超 , 董翠芬 , 林玉煌 et al. 高强方钢管超高性能混凝土短柱轴压性能研究 [J]. | 中国公路学报 , 2025 , 38 (3) : 343-353 . |
| MLA | 赖志超 et al. "高强方钢管超高性能混凝土短柱轴压性能研究" . | 中国公路学报 38 . 3 (2025) : 343-353 . |
| APA | 赖志超 , 董翠芬 , 林玉煌 , 王莹 , 陈宝春 , 李文勃 . 高强方钢管超高性能混凝土短柱轴压性能研究 . | 中国公路学报 , 2025 , 38 (3) , 343-353 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
This paper investigates the axial compressive behavior of an innovative composite wall consisting of stainlessclad bimetallic steel faceplates and ultra-high performance concrete (UHPC) infill. The innovative wall can address three major challenges of traditional steel-concrete composite walls, i.e., rapid degradation of the lateral stiffness, insufficient ductility of the concrete infill, and limited corrosion resistance of steel faceplates. A total of 12 tests were first conducted, considering the effects of normalized faceplate slenderness ratio (7), concrete type, and steel type. Finite element models were then developed and benchmarked for parametric studies. Results from tests and parametric analysis showed that: (1) failure modes of the composite wall were local buckling of steel faceplate and concrete crushing; (2) increasing 7 significantly reduced the axial compressive strength of the composite wall and critical buckling stress of the steel faceplate, but had a negligible effect on the axial stiffness; (3) UHPC greatly improved the compressive strength and axial stiffness of the composite wall, but also resulted in a more brittle behavior. Finally, the applicability of current design provisions (i.e., CECS:546-2018, Eurocode 4, and AISC 360-22) for estimating the axial compressive strength was evaluated, and a new design equation was proposed.
Keyword ：
Bimetallic steel Bimetallic steel Composite walls Composite walls Compressive strength Compressive strength Critical buckling stress Critical buckling stress Design equation Design equation UHPC UHPC
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Guo, Juntao , Lai, Zhichao , Wang, Ying et al. Compressive behavior of stainless-clad bimetallic steel plate-UHPC composite walls [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2025 , 230 . |
| MLA | Guo, Juntao et al. "Compressive behavior of stainless-clad bimetallic steel plate-UHPC composite walls" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 230 (2025) . |
| APA | Guo, Juntao , Lai, Zhichao , Wang, Ying , Yao, Pengyu , Lin, Shulin , Lin, Zhennan . Compressive behavior of stainless-clad bimetallic steel plate-UHPC composite walls . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2025 , 230 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
This study investigates the cyclic behavior of high-strength square concrete-filled steel tube (HS-SCFST) beamcolumns through experimental testing of 9 specimens and complementary finite element analysis. The specimens were subjected to constant axial load and cyclic flexural loading, with test parameters including axial compression ratio, steel yield stress, concrete compressive strength, and width-to-thickness ratio. The finite element models were benchmarked for parametric studies. The results showed the axial compression ratio influenced ultimate strength and envelope curve shape, while increased steel/concrete strength improved strength and energy dissipation capacity. However, higher slenderness and width-to-thickness ratios decreased strength, ductility, and stiffness notably. Evaluation of building codes GB50936, EC4, AISC360-16, and AIJ showed EC4 was most reasonable, GB50936 most conservative as it neglects stress distribution between steel and concrete, and AISC 360-16 conservative as it excludes concrete contribution. The study indicates existing code provisions need improvement for calculating HS-SCFST member strength. Additionally, a simplified calculation model was proposed to determine envelope curves for HS-SCFST beam-columns based on the experimental and FE results. In summary, the study provided data on HS-SCFST cyclic behavior and code evaluations, proposing enhancements for design.
Keyword ：
Beam-columns Beam-columns Concrete-filled steel tube (CFST) Concrete-filled steel tube (CFST) Cyclic behavior Cyclic behavior Experimental tests Experimental tests Finite element analysis Finite element analysis High-strength materials High-strength materials
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Lai, Zhichao , Han, Wenbing , Wang, Ying et al. Cyclic behavior of high-strength square concrete filled steel tube (HS-SCFST) beam-columns [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2025 , 227 . |
| MLA | Lai, Zhichao et al. "Cyclic behavior of high-strength square concrete filled steel tube (HS-SCFST) beam-columns" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 227 (2025) . |
| APA | Lai, Zhichao , Han, Wenbing , Wang, Ying , Lin, Xueying , Yang, Yuxing , Zeng, Xiaoyong . Cyclic behavior of high-strength square concrete filled steel tube (HS-SCFST) beam-columns . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2025 , 227 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
This study investigates the behavior of ultra-high-performance concrete (UHPC) encased concrete filled steel tubular (CFST) stub columns under eccentric compression. Nine specimens were tested to evaluate the influence of load eccentricity, reinforcement ratio, and slenderness ratio on the failure mode, axial load-axial displacement curve, load bearing capacity, second-order effect, and ductility of the members. A finite element model was developed and validated against the experimental results. The model was used to analyze the load distribution, stress development, and contact stress between different components of the members. Parametric studies were conducted to clarify the influence of steel fiber content, compressive strength of core concrete, slenderness ratio, steel yield strength, and eccentricity on the behavior of the members. The accuracy of existing code provisions for calculating the load bearing capacity of UHPC encased CFST stub columns under eccentric loading was evaluated. The findings of this study provide valuable insights for the design and application of UHPC encased CFST stub columns in practical engineering projects.
Keyword ：
CFST stub CFST stub Contact stress Contact stress Eccentricity Eccentricity Finite element analysis Finite element analysis UHPC encased UHPC encased
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Yang, Yuxing , Liao, Feiyu , Ye, Hongming et al. Compressive behavior of ultra-high-performance concrete (UHPC) encased concrete-filled steel tubular (CFST) stub columns under eccentric loading [J]. | STRUCTURES , 2025 , 78 . |
| MLA | Yang, Yuxing et al. "Compressive behavior of ultra-high-performance concrete (UHPC) encased concrete-filled steel tubular (CFST) stub columns under eccentric loading" . | STRUCTURES 78 (2025) . |
| APA | Yang, Yuxing , Liao, Feiyu , Ye, Hongming , Wang, Ying , Ren, Yu , Chen, Yufeng et al. Compressive behavior of ultra-high-performance concrete (UHPC) encased concrete-filled steel tubular (CFST) stub columns under eccentric loading . | STRUCTURES , 2025 , 78 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
This study presents an experimental and numerical investigation of the hysteretic behavior of concrete filled thinwalled steel tubular K-joints with spherical-cap gaps. Twelve concrete-filled steel tubular (CFST) bottom chordsteel tubular web K-joint specimens were tested under cyclic loading applied to the thin-walled CFST chord. The influence of spherical-cap gap ratios, web-to-chord diameter ratios, and chord diameter-to-thickness ratios on the failure modes, overall structural behavior, load-carrying capacity, stiffness, and ductility was examined. Numerical analyses were conducted to validate the experimental results and perform parametric studies to further investigate the impact of gap ratios, geometry, and material properties on the structural behavior. Additionally, an in-depth analysis of the stress distribution between the web and CFST chord at the K-joint was performed to reveal the influence of spherical-cap gap on the load transfer mechanism. Existing design formulae were calibrated using proposed strength reduction factors to calculate the load-carrying capacity of these K-joints based on different failure modes. The results demonstrate that the presence of spherical-cap gaps can have a detrimental effect on the overall structural integrity. The findings of this study provide valuable insights for the design and safety assessment of thin-walled CFST K-joint connections in buildings and bridges.
Keyword ：
Concrete-filled tubular chord Concrete-filled tubular chord Finite element analysis Finite element analysis Hysteretic behavior Hysteretic behavior Spherical-cap gap Spherical-cap gap Steel tubular web-chord K -joint Steel tubular web-chord K -joint
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Yang, Yuxing , Liao, Feiyu , Ren, Yu et al. Hysteretic behavior of concrete filled thin-walled steel tubular K-joints with spherical-cap gap at chord [J]. | THIN-WALLED STRUCTURES , 2025 , 213 . |
| MLA | Yang, Yuxing et al. "Hysteretic behavior of concrete filled thin-walled steel tubular K-joints with spherical-cap gap at chord" . | THIN-WALLED STRUCTURES 213 (2025) . |
| APA | Yang, Yuxing , Liao, Feiyu , Ren, Yu , Zhou, Jian , Wang, Ying . Hysteretic behavior of concrete filled thin-walled steel tubular K-joints with spherical-cap gap at chord . | THIN-WALLED STRUCTURES , 2025 , 213 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
Shear walls are widely used as lateral load-resisting systems in high-rise building structures. The design and nonlinear analysis of shear walls under seismic loads for recoverability are complicated and challenging, which demands nonlinear computer modeling procedures. This paper presents a novel finite element named Double Vertical Beam-column with Shell Element (DVBSE) for the nonlinear analysis of complex reinforced concrete shear walls with columns. The DVBSE is implemented in the open-source finite element program OpenSees. The theoretical formulations of DVBSE are described in detail. The accuracy of the developed DVBSE is established by comparing the finite element analysis results with existing experimental data on recoverable steel-GFRP composite bar reinforced concrete shear walls. The comparative study demonstrates that the proposed DVBSE is superior to the commonly used finite element model in simulating the responses of recoverable complex shear walls under seismic loads. These research findings contribute to further advancements in the development of new shear wall elements and lay a solid foundation for the nonlinear numerical simulation of innovative shear walls.
Keyword ：
Double Vertical Beam-column with Shell Double Vertical Beam-column with Shell Element Element Finite element analysis Finite element analysis Numerical simulation Numerical simulation Shear walls Shear walls
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Guan, Minsheng , Hang, Xiru , Wang, Mengsen et al. Development and implementation of shear wall finite element in OpenSees [J]. | ENGINEERING STRUCTURES , 2024 , 304 . |
| MLA | Guan, Minsheng et al. "Development and implementation of shear wall finite element in OpenSees" . | ENGINEERING STRUCTURES 304 (2024) . |
| APA | Guan, Minsheng , Hang, Xiru , Wang, Mengsen , Zhao, Hanyuan , Liang, Qing Quan , Wang, Ying . Development and implementation of shear wall finite element in OpenSees . | ENGINEERING STRUCTURES , 2024 , 304 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
Joints formed between double-skin concrete shear walls (DSCWs) and reinforced concrete (RC) foundations commonly utilize lap-spliced bars to transfer forces. However, the behavior and design of these critical connections have not been thoroughly investigated. This study experimentally analyzes a steel-reinforced DSCW-toRC foundation anchorage joint under monotonic uniaxial tension loading. Seven 1:3 scale specimens were tested to examine the effects of varying lap-spliced bar diameter, steel plate thickness, and stud bolt spacing. Crack propagation, load-displacement response, and reinforcement strain were measured. The results characterize two potential failure modes: ductile steel yielding and brittle stud shearing. Steel strains developed linearly up to yielding, demonstrating uniform transmission of tensile loads. Increased plate thickness and decreased stud spacing enhanced capacity. To mitigate sudden shear failures, the number and strength of studs must exceed the expected tensile demand. New design recommendations are proposed, including minimum stud bolt shear strength and the use of confining tie bars. This study provides an improved understanding of the behavior of DSCW-to-RC foundation lap-spliced connections, enabling resistance to axial demands while avoiding brittle failure modes. The experimental data will inform future analytical models and design provisions for these critical structural joints.
Keyword ：
Axial tension test Axial tension test Force transmission mechanism Force transmission mechanism Lap -spliced connection Lap -spliced connection
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Wang, Ying , Wei, Jinrui , Zuo, Junbo et al. The axial tensile performance of DSCW-RC joints with lap-spliced bars [J]. | STRUCTURES , 2024 , 62 . |
| MLA | Wang, Ying et al. "The axial tensile performance of DSCW-RC joints with lap-spliced bars" . | STRUCTURES 62 (2024) . |
| APA | Wang, Ying , Wei, Jinrui , Zuo, Junbo , Fang, Chenxi , Lai, Zhichao , Guan, Minsheng et al. The axial tensile performance of DSCW-RC joints with lap-spliced bars . | STRUCTURES , 2024 , 62 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Abstract ：
The double steel plate concrete composite shear wall (DSCW) structure combines the advantages of steel and concrete, offering high strength, stiffness, and durability. The joint formed by the DSCW and reinforced concrete foundation (RC foundation) was often unavoidable in engineering practice. Research related to the mechanical behavior of the DSCW-RC foundation is limited. This paper investigated the shear performance of DSCW-RC joints with lap-spliced steel bars. A total of seven specimens were designed and tested. The influences of steel plate thickness, steel bar arrangement, and stud spacing on the shear behavior of the joints are elucidated. The test results indicate that the predominant failure mode of the specimens occurred in the upper part of the local steel plate, with reinforcement yielding. While steel bar diameter and stud spacing minimally affected the shear strength, they significantly influenced the failure displacement at the joint interface. The failure deformation increased with increasing steel bar diameter and decreased with increasing stud spacing. Moreover, the thickness of the steel plate profoundly impacted structural shear strength and deformation, with both deformation and bearing capacity increasing with plate thickness. In addition, this study explores the force-transferring mechanism of such joints under shear load, offering a crucial reference for subsequent analyses of the composite force mechanism of DSCW - RC foundation joints.
Keyword ：
Force-transferring mechanism Force-transferring mechanism Shear test Shear test Steel bar lap-spliced connection Steel bar lap-spliced connection
Cite：
Copy from the list or Export to your reference management。
| GB/T 7714 | Wei, Jinrui , Wang, Ying , Wu, Youdong et al. The shear performance of DSCW-RC joints with lap-spliced steel bars [J]. | STRUCTURES , 2024 , 69 . |
| MLA | Wei, Jinrui et al. "The shear performance of DSCW-RC joints with lap-spliced steel bars" . | STRUCTURES 69 (2024) . |
| APA | Wei, Jinrui , Wang, Ying , Wu, Youdong , Huang, Yong , Yang, Yuxing . The shear performance of DSCW-RC joints with lap-spliced steel bars . | STRUCTURES , 2024 , 69 . |
| Export to | NoteExpress RIS BibTex |
Version ：
Export
| Results： |
Selected to |
| Format： |
