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学者姓名：杨艳
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开展了闽浙编木拱桥燕尾榫节点足尺模型拟静力试验,分析了闽浙编木拱桥与古建筑木结构中燕尾榫节点受力机理的异同,探讨了燕尾榫节点受力模型应用于闽浙编木拱桥燕尾榫节点的适用性;根据力学平衡和变形协调条件,建立了考虑节点拔榫量与榫卯口缝隙的闽浙编木拱桥燕尾榫节点弯矩转角力学模型与计算公式,并通过试验数据和有限元分析验证了闽浙编木拱桥燕尾榫节点力学模型和节点刚度,揭示了转角位移和加载行程对拔榫量的影响和榫卯口缝隙与两端轴力对燕尾榫节点刚度的影响.研究结果表明:弹性阶段闽浙编木拱桥燕尾榫节点滞回耗能能力随两端轴力增加而增大,转角大于0.04 rad时构件进入屈服阶段,挤压变形不能恢复,转角达到0.06 rad时滞回曲线斜率停止增长,加载结束后燕尾榫节点未破坏;由于闽浙编木拱桥与古建筑木结构中燕尾榫节点受力机理不同,古建筑木结构中的燕尾榫节点受力模型不适用于闽浙编木拱桥燕尾榫节点,有限元计算所得闽浙编木拱桥燕尾榫节点弯矩转角与试验结果的误差仅为3.2％,弹性正、负最大弯矩与试验值的误差分别为16.7％与-5.2％,说明建立的弯矩转角力学模型可精准反映出节点在转动过程中的弯矩转角变化规律;拔榫量在弹性阶段主要受转角影响,弹塑性阶段则主要受加载控制位移和加载级数影响;榫卯口缝隙从0.06 mm减小至0.01 mm时,节点刚度从29.46 kN·m·rad-1增加至52.24 kN·m·rad-1,反映了燕尾榫节点刚度随榫卯口缝隙的减小而增大的趋势.综上所述,提出的力学模型可为现存闽浙编木拱桥保护、修缮和全桥结构抗震性能研究提供参考.
Keyword ：
力学性能 力学性能 受力机理 受力机理 弯矩转角力学模型 弯矩转角力学模型 桥梁工程 桥梁工程 燕尾榫节点 燕尾榫节点 节点刚度 节点刚度 闽浙编木拱桥 闽浙编木拱桥
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| GB/T 7714 | 杨艳 , 郑裔 , 黄聪燕 et al. 闽浙编木拱桥燕尾榫节点力学模型 [J]. | 交通运输工程学报 , 2024 , 24 (5) : 113-130 . |
| MLA | 杨艳 et al. "闽浙编木拱桥燕尾榫节点力学模型" . | 交通运输工程学报 24 . 5 (2024) : 113-130 . |
| APA | 杨艳 , 郑裔 , 黄聪燕 , 韦建刚 , 吴庆雄 , 陈宝春 . 闽浙编木拱桥燕尾榫节点力学模型 . | 交通运输工程学报 , 2024 , 24 (5) , 113-130 . |
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Phase change materials melt and solidify at different temperature ranges called Phase change hysteresis. This phenomenon should be understood and evaluated in order to adequately design energy storage concretes for applications. Although many studies have analyzed the phase change process in pure - phase change materials such as paraffin. However, there is not enough information about the Phase change hysteresis of energy storage concrete. In order to realistically reproduce the working condition of concrete. This study explores phase change hysteresis in energy storage concrete slabs, focusing on the impact of microcapsule concentration and temperature change rate on thermal efficiency. Experiments were conducted to analyze the thermophysical properties, particularly observing the variations in specific heat capacity and phase transition temperatures. Results showed that increasing the microcapsule concentration enhances the specific heat capacity and latent heat of phase change, while faster temperature changes intensify hysteresis effects. Compared with the results of previous studies. Phase change hysteresis is more significant due to the pore and complex structure of energy storage concrete that impedes heat transfer. The experimental latent heat values were approximately 75 % of theoretical predictions, likely due to microcapsule damage and microstructural impacts on heat transfer. The study's findings are crucial for optimizing the thermal performance of energy storage concrete. © 2024 Elsevier Ltd
Keyword ：
Concrete slabs Concrete slabs Heat storage Heat storage Heat transfer Heat transfer Hysteresis Hysteresis Latent heat Latent heat Microstructure Microstructure Phase change materials Phase change materials Specific heat Specific heat Storage (materials) Storage (materials)
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| GB/T 7714 | Wei, Jiangang , Zhang, Hanwen , Zhang, Wei et al. Enhancing thermal performance of energy storage concrete through MPCM integration: An experimental study [J]. | Journal of Building Engineering , 2024 , 91 . |
| MLA | Wei, Jiangang et al. "Enhancing thermal performance of energy storage concrete through MPCM integration: An experimental study" . | Journal of Building Engineering 91 (2024) . |
| APA | Wei, Jiangang , Zhang, Hanwen , Zhang, Wei , Liu, Xiang , Yang, Yan . Enhancing thermal performance of energy storage concrete through MPCM integration: An experimental study . | Journal of Building Engineering , 2024 , 91 . |
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为分析钢管榫卯节点连接构造对节段预制拼装桥墩抗震性能的影响,以福建省某互通立交桥匝道桥为背景进行研究.首先进行钢管榫卯节点连接的足尺节段预制拼装桥墩试设计,采用MIDAS Civil软件建立实桥模型,对试设计的足尺节段预制拼装桥墩开展静力承载力验算;然后按1∶3.75比例缩尺,设计、制作1根整体现浇桥墩(RC)试件和1根钢管榫卯节点连接的节段预制拼装桥墩(PSBP-MTJ)试件,开展拟静力试验;最后对比分析两试件的破坏模式、滞回曲线、骨架曲线与延性、累积滞回耗能、刚度退化与残余位移.结果表明:两试件的破坏模式类似,均为整体压弯型破坏,PSBP-MTJ试件塑性铰区因墩底灌浆套筒的存在而上移;两试件滞回曲线饱满无捏缩,耗能能力相当;PSBP-MTJ试件水平承载能力较RC试件提高约19％;PSBP-MTJ试件的拼装节段之间无剪切滑移出现,预应力筋延缓了其刚度退化,显著提高了其自复位性能,其残余位移仅为RC试件的67％,且残余位移与最大位移比值显著小于未采用无粘结预应力筋连接试件.
Keyword ：
抗震性能 抗震性能 拟静力试验 拟静力试验 有限元法 有限元法 灌浆套筒 灌浆套筒 节段预制拼装桥墩 节段预制拼装桥墩 钢管榫卯节点连接 钢管榫卯节点连接
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| GB/T 7714 | 韦建刚 , 应浩东 , 杨艳 et al. 采用钢管榫卯节点连接的节段预制拼装桥墩抗震性能研究 [J]. | 桥梁建设 , 2024 , 54 (5) : 30-38 . |
| MLA | 韦建刚 et al. "采用钢管榫卯节点连接的节段预制拼装桥墩抗震性能研究" . | 桥梁建设 54 . 5 (2024) : 30-38 . |
| APA | 韦建刚 , 应浩东 , 杨艳 , 林本麟 . 采用钢管榫卯节点连接的节段预制拼装桥墩抗震性能研究 . | 桥梁建设 , 2024 , 54 (5) , 30-38 . |
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This study addresses the current research gap in the mechanical performance of Concrete Filled Steel Tubular (CFST) lattice columns, focusing on high-strength or ultra-high-strength materials. Tests were conducted on six Ultra-High-Strength Concrete (UHSC) filled steel tubular lattice short columns to investigate their axial compression performance. Experimental parameters included core concrete strength and steel tube wall thickness of the CFST limbs. Discussions covered failure modes, load-displacement curves of specimens, load-strain relationships of limb tubes and lacing tubes, and Poisson's ratios of limb tubes. Subsequently, Finite Element Model (FEM) was established using ABAQUS Software and verified by test results. The FEM was employed for further parameter analysis, including the steel tube wall thickness of the limb, the core concrete strength of the limb, the steel tube strength of the limb, and the center distance between the limbs. Finally, existing calculation methods for predicting the ultimate bearing capacity of UHSC-filled steel tubular lattice short columns were evaluated, leading to the proposal of a practical and accurate calculation method based on the findings.
Keyword ：
Axial compression performance Axial compression performance Calculation method Calculation method Concrete filled steel tube Concrete filled steel tube Lattice column Lattice column Ultimate bearing capacity Ultimate bearing capacity Ultra -high -strength concrete Ultra -high -strength concrete
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| GB/T 7714 | Wei, Jian-Gang , Han, Jin-Peng , Luo, Xia et al. Axial compression performance of ultra-high-strength concrete filled steel tubular lattice short columns [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 216 . |
| MLA | Wei, Jian-Gang et al. "Axial compression performance of ultra-high-strength concrete filled steel tubular lattice short columns" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 216 (2024) . |
| APA | Wei, Jian-Gang , Han, Jin-Peng , Luo, Xia , Yang, Yan , Li, Cong , Wang, Wen-Rong . Axial compression performance of ultra-high-strength concrete filled steel tubular lattice short columns . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2024 , 216 . |
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To explore the behavior of ultra-high strength concrete filled steel tubular (UHSC-FST) lattice short columns under eccentric compressive loads, experimental analyses on four specimens and 276 finite element models using ABAQUS were conducted. The study focused on the effects of steel tube wall thickness, concrete strength, steel tube strength, and load eccentricity on failure modes, load-displacement curves, and ultimate load-bearing capacity. Results showed that for columns with minor eccentricity-induced compressive failure, the reduction coefficient of ultimate load capacity has a weak correlation with the parameters. However, for columns with significant eccentricity-induced tensile failure, the reduction coefficient increases with steel tube thickness and strength and decreases with concrete strength. The center-to-center distance of the columns has a minor effect. Based on these findings, a comparative analysis of existing standards was conducted, leading to the development of an accurate method for calculating the ultimate load-bearing capacity of eccentric CFST lattice columns. This method is applicable to various cross-sectional dimensions, material strengths, and steel tube wall thicknesses, with calculation errors within 10 %, ensuring it meets engineering precision requirements. © 2024 Institution of Structural Engineers
Keyword ：
ABAQUS ABAQUS Bond strength (materials) Bond strength (materials) Columns (structural) Columns (structural) Compressive strength Compressive strength Crystal lattices Crystal lattices Load limits Load limits Pressure vessels Pressure vessels Tubular steel structures Tubular steel structures Ultra-high performance concrete Ultra-high performance concrete
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| GB/T 7714 | Wei, Jian-Gang , Han, Jin-Peng , Luo, Xia et al. Eccentric load capacity of ultra-high strength concrete-filled steel tubular lattice short columns [J]. | Structures , 2024 , 69 . |
| MLA | Wei, Jian-Gang et al. "Eccentric load capacity of ultra-high strength concrete-filled steel tubular lattice short columns" . | Structures 69 (2024) . |
| APA | Wei, Jian-Gang , Han, Jin-Peng , Luo, Xia , Yang, Yan , Li, Cong . Eccentric load capacity of ultra-high strength concrete-filled steel tubular lattice short columns . | Structures , 2024 , 69 . |
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This paper experimentally and numerically investigates the structural behavior and resistances of ultra-high strength concrete filled high strength steel tube (CuFShT) stub columns subjected to combined compression and bending loads. Initially, twenty CuFShT stub column specimens with a steel ratio ranging 0.14 to 0.38 were tested under various eccentric loads, constructed from steel tubes with a nominal yield stress ranging from 813 to 1153 MPa, concrete with a compressive strength of 146.7 MPa. Experimental investigation includes the examinations of failure mode, failure load and the evolution of the neutral axis for the stub column specimens under combined loading. Additionally, the development and distribution of longitudinal strains, as well as the ratio of circumferential to longitudinal strains in the steel tubes, were discussed. Following the experimental results, a numerical modeling program was implemented. Finite element models were developed and validated against test results, then used for cross-sectional stress analysis to reveal the eccentric compression mechanism of CuFShT stub columns. Finally, test data were used to assess the applicability of design rules outlined in EN 1994-1-1 (EC4), AISC 360-16, AIJ-2008, and T/CECS 987–2021 to CuFShT stub columns under combined loading. The assessment findings suggest that EN 1994-1-1 (EC4) provides accurate predictions without accounting for the second-order effect, while AIJ-2008 yields precise predictions when considering this effect. Notably, there is an enhancement in predictive accuracy observed for each simplified N-M curve, particularly notable in the case of the curve delineated by T/CECS 987–2021, following adjustments to the pure axial compressive strength and pure bending capacity. © 2024 Elsevier Ltd
Keyword ：
Bearing capacity Bearing capacity Concrete filled steel tube Concrete filled steel tube Eccentric compression Eccentric compression High strength steel High strength steel N-M curve N-M curve Ultra-high strength concrete Ultra-high strength concrete
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| GB/T 7714 | Luo, X. , Yu, X. , Wei, J. et al. Structural performance of ultra-high strength concrete filled high strength steel tube stub columns under eccentric loading [J]. | Journal of Building Engineering , 2024 , 97 . |
| MLA | Luo, X. et al. "Structural performance of ultra-high strength concrete filled high strength steel tube stub columns under eccentric loading" . | Journal of Building Engineering 97 (2024) . |
| APA | Luo, X. , Yu, X. , Wei, J. , Li, C. , Yang, Y. , Qiao, H. et al. Structural performance of ultra-high strength concrete filled high strength steel tube stub columns under eccentric loading . | Journal of Building Engineering , 2024 , 97 . |
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The shear performance of three concrete-filled steel tubular (CFST) composite columns was investigated via single-point shear tests, considering shear-span ratios of 0.75, 1, and 1.5. The findings indicated that the failure mode of the CFST composite column transitioned from oblique compression shear failure to localized shear failure in the joint areas as shear-span ratio decreased. An extended analysis of the parameters was carried out utilizing the ABAQUS finite element model. The analysis indicates that the ultimate shear resistance capability of steel-concrete composite columns increases with the rise in the strength of the batten concrete, the batten concrete thickness-to-span ratio, and the outer diameter of column limbs. However, it decreases with an increase in shear-span ratio. The accuracy of the calculation methods for existing similar structures was assessed, and based on the force transmission mechanism of CFST composite columns, theoretical and simplified calculation methods were proposed that meet engineering precision requirements. Consequently, this method offers a valuable theoretical reference for engineering applications. © 2024 by The Hong Kong Institute of Steel Construction.
Keyword ：
Error correction Error correction Failure modes Failure modes Precision engineering Precision engineering Pressure vessels Pressure vessels Shear strength Shear strength Shear stress Shear stress Tubular steel structures Tubular steel structures
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| GB/T 7714 | Wei, Jian-Gang , Han, Jin-Peng , Xie, Zhi-Tao et al. STUDY ON THE ULTIMATE SHEAR PERFORMANCE OF CONCRET-FILLED STEEL TUBULAR COMPOSITE COLUMNS [J]. | Advanced Steel Construction , 2024 , 20 (3) : 232-240 . |
| MLA | Wei, Jian-Gang et al. "STUDY ON THE ULTIMATE SHEAR PERFORMANCE OF CONCRET-FILLED STEEL TUBULAR COMPOSITE COLUMNS" . | Advanced Steel Construction 20 . 3 (2024) : 232-240 . |
| APA | Wei, Jian-Gang , Han, Jin-Peng , Xie, Zhi-Tao , Yang, Yan , Zhang, Wei . STUDY ON THE ULTIMATE SHEAR PERFORMANCE OF CONCRET-FILLED STEEL TUBULAR COMPOSITE COLUMNS . | Advanced Steel Construction , 2024 , 20 (3) , 232-240 . |
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The pseudo-static tests on full-scale models of dovetail joints of Min-Zhe woven timber arch bridges were conducted, the similarities and differences in the force mechanisms of dovetail joints between Min-Zhe woven timber arch bridges and ancient timber buildings were analyzed, and the applicability of the dovetail joint mechanical model in dovetail joints of Min-Zhc woven timber arch bridges was explored. According to the mechanical equilibrium and deformation coordination, the bending moment-rotation mechanical model and calculation formulas of dovetail joints of Min-Zhe woven timber arch bridges were proposed considering the tenon pull-out distance and mortise gap of joints. Through the test data and finite element analysis, the mechanical model and stiffness of dovetail joints of Min-Zhc woven timber arch bridges were verified. The effect of rotation and loading trips on the tenon pull-out distance and that of the mortise gap and axial force on the stiffness of dovetail joints were revealed. Research results show that the hysteresis energy dissipation of the dovetail joints of Min-Zhe woven timber arch bridges increases with the increase in the axial force in clastic stage. When the rotation is greater than 0. 04 rad, the component enters the yield phase, and extrusion deformation cannot recover. When the rotation reaches 0. 06 rad, the slope of the hysteresis curve stops growing. The dovetail joints are not damaged after loading. Due to the different force mechanisms of dovetail joints between Min-Zhe woven timber arch bridges and ancient timber buildings, the dovetail joint mechanical model of ancient timber buildings is not suitable for dovetail joints of Min-Zhe woven timber arch bridges. The error of bending moment-rotation of dovetail joints of Min-Zhe woven timber arch bridges between the finite element value and test value is only 3. 2%, and the errors of positive and negative clastic maximum bending moments between finite element values and test values are 16.7% and - 5. 2 %, respectively, indicating that the established bending moment-rotation mechanical model can accurately reflect the bending moment-rotation change law of joints during rotation. The tenon pull-out distance is influenced by the rotation in elastic phase and by the loading control displacement and loading stages in elastoplastic phase. The joint stiffness increases from 29. 46 kN • m • rad- 1 to 52. 24 kN • m • rad- 1 when the mortise gap reduces from 0. 06 mm to 0. 01 mm, indicating that the stiffness of dovetail joints increases with the decrease in the mortise gap. In summary, the proposed mechanical model can provide a reference for protection, repair, and research on the seismic performance of existing Min-Zhc woven timber arch bridges. 5 tabs, 28 figs, 30 refs. © 2024 Chang'an University. All rights reserved.
Keyword ：
bending moment-rotation mechanical model bending moment-rotation mechanical model bridge engineering bridge engineering dovetail joint dovetail joint force mechanism force mechanism joint stiffness joint stiffness mechanical property mechanical property Min-Zhc woven timber arch bridge Min-Zhc woven timber arch bridge
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| GB/T 7714 | Yang, Y. , Zheng, Y. , Huang, C.-Y. et al. Mechanical model of dovetail joints of Min-Zhe woven timber arch bridges; [闽浙编木拱桥燕尾榫节点力学模型] [J]. | Journal of Traffic and Transportation Engineering , 2024 , 24 (5) : 113-130 . |
| MLA | Yang, Y. et al. "Mechanical model of dovetail joints of Min-Zhe woven timber arch bridges; [闽浙编木拱桥燕尾榫节点力学模型]" . | Journal of Traffic and Transportation Engineering 24 . 5 (2024) : 113-130 . |
| APA | Yang, Y. , Zheng, Y. , Huang, C.-Y. , Wei, J.-G. , Wu, Q.-X. , Chen, B.-C. . Mechanical model of dovetail joints of Min-Zhe woven timber arch bridges; [闽浙编木拱桥燕尾榫节点力学模型] . | Journal of Traffic and Transportation Engineering , 2024 , 24 (5) , 113-130 . |
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In this paper, the stress analysis of the most critical beam-arch joint of Yuehu Bridge is conducted, despite the variation in the specific structure of each tied arch bridge. To achieve this, two specimens with different scale ratios were designed. The smaller specimen was used to consider the effect of bridge deck and loading to failure. The experimental results indicate that both specimens did not exhibit significant deformation under the design load, and the measuring point's stress was located in the elastic section. This implies that the original bridge structure design is rational. However, the arch rib steel plate of the 1/8 scale specimen buckled when subjected to 1.8 times the design load. To validate the experimental results, a finite element model that considers the elastoplastic behavior of the material was established and compared with the experimental results. The comparison shows that the finite element model can predict the mechanical behavior of the structure effectively, thus confirming the rationality of the structure design. Additionally, the study also analyzed the buckling problem of tied arch bridges, which is another critical issue. The in-plane and out-of-plane buckling of fixed and hinged parabolic arches under uniform axial compression were investigated. The results demonstrate that the boundary conditions, rise-span ratio, and bridge deck width significantly affect the buckling performance. Overall, this study provides essential insights into the stress and buckling behavior of tied arch bridges, which can guide the design and construction of such structures in the future.
Keyword ：
Arch Arch Beam-arch joint Beam-arch joint Experiment Experiment Finite element method Finite element method Mechanical behavior Mechanical behavior
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| GB/T 7714 | Yang, Yan , Lin, Benqing , Zhang, Wei . Experimental and numerical investigation of an arch-beam joint for an arch bridge [J]. | ARCHIVES OF CIVIL AND MECHANICAL ENGINEERING , 2023 , 23 (2) . |
| MLA | Yang, Yan et al. "Experimental and numerical investigation of an arch-beam joint for an arch bridge" . | ARCHIVES OF CIVIL AND MECHANICAL ENGINEERING 23 . 2 (2023) . |
| APA | Yang, Yan , Lin, Benqing , Zhang, Wei . Experimental and numerical investigation of an arch-beam joint for an arch bridge . | ARCHIVES OF CIVIL AND MECHANICAL ENGINEERING , 2023 , 23 (2) . |
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正交异性钢桥面板受力行为复杂，基于子系统可以更加有效地分析钢桥面板的疲劳受力行为，以钢桥面板子系统1为研究对象，分析轮载作用面积和轮载作用位置对子系统1疲劳受力行为的影响，在此基础上分析了盖板厚度和U肋厚度对U肋-盖板构造细节处3个弯矩的影响。同时基于等效结构应力法，对子系统1的主导疲劳开裂模式进行研究。研究结果表明：轮载作用面积为600 mm×200 mm且轮载作用在U肋间时，子系统1中U肋-盖板构造细节的受力最不利；子系统1以U肋外侧弯矩Mr大于U肋内侧弯矩Ml的情况为主；子系统1焊根开裂模式的主导疲劳开裂模式均为开裂模式Ⅱ，增大盖板厚度能有效降低焊缝焊根开裂的风险；焊趾开裂模式的主导疲劳开裂模式与盖板和U肋厚度有关，增大盖板厚度能减小开裂模式Ⅰ发生的概率，增大U肋厚度能减小开裂模式Ⅲ发生的概率；在焊根和焊趾的主S-N曲线相同的情况下，子系统1的主导开裂模式为焊趾开裂模式。
Keyword ：
U肋-盖板构造细节 U肋-盖板构造细节 正交异性钢桥面板 正交异性钢桥面板 疲劳开裂模式 疲劳开裂模式 等效结构应力法 等效结构应力法 轮载作用位置 轮载作用位置 轮载作用面积 轮载作用面积
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| GB/T 7714 | 赵秋 , 游鹏飞 , 杨艳 . 钢桥面板U肋-盖板构造细节（子系统1）疲劳受力行为研究 [J]. | 建筑钢结构进展 , 2023 , 25 (05) : 82-92 . |
| MLA | 赵秋 et al. "钢桥面板U肋-盖板构造细节（子系统1）疲劳受力行为研究" . | 建筑钢结构进展 25 . 05 (2023) : 82-92 . |
| APA | 赵秋 , 游鹏飞 , 杨艳 . 钢桥面板U肋-盖板构造细节（子系统1）疲劳受力行为研究 . | 建筑钢结构进展 , 2023 , 25 (05) , 82-92 . |
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