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学者姓名：黄育凡
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Abstract ：
To study the influence of transverse spacing and different arrangements of stud connectors on structural mechanical performance, ten local full-scale model specimens were designed and manufactured. Transverse bending and tensile performance tests were conducted at the center of the bridge deck support and the cantilever side. The results indicated that, under interior side curvature, the studs were subjected to compression on the side of the stiffener and tension on the outer side of the web. All studs on the outer side of the web experienced tensile fractures near the stud head. Under cantilever side curvature, the studs were subjected to compression on the outer side of the web. Due to the constraint effect of the stiffeners on the upper flange, the studs on the side of the vertical stiffener were primarily in tension. Under the same transverse arrangement of studs, the bending and tensile bearing capacities under cantilever side curvature were significantly lower than those under interior side curvature. For a given unit length arrangement of studs, when four studs can be accommodated within the flange width, it is advisable to evenly distribute the studs on both sides near the web to prevent detachment. It is recommended to avoid placing studs directly above the stiffeners and webs. When designing the transverse arrangement of studs, it is suggested to use four rows of studs, maintaining a ratio of 0.15 between the transverse spacing and the width of the upper flange of the I-beam.
Keyword ：
Bending and tensile performance testing Bending and tensile performance testing Bridge engineering Bridge engineering Composite twin-I girder Composite twin-I girder Finite element analysis Finite element analysis Shear studs connector Shear studs connector Shear studs design Shear studs design
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| GB/T 7714 | Huang, Yufan , Chen, Lingjie , Wang, Qu et al. Transverse bending and tensile performance of studs in composite twin-I girder bridge [J]. | STRUCTURES , 2025 , 73 . |
| MLA | Huang, Yufan et al. "Transverse bending and tensile performance of studs in composite twin-I girder bridge" . | STRUCTURES 73 (2025) . |
| APA | Huang, Yufan , Chen, Lingjie , Wang, Qu , Liu, Wei , Hang, Dongdong , Wu, Qingxiong . Transverse bending and tensile performance of studs in composite twin-I girder bridge . | STRUCTURES , 2025 , 73 . |
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工字梁组合刚构桥墩梁节点受力复杂,墩梁节点传力机理与荷载分配规律尚不明确,且缺乏相应的墩梁节点计算方法.通过对比工字梁组合刚构桥墩梁节点试验结果,采用验证后的实体有限元计算模型,根据墩梁节点各部件在桥墩轴力、弯矩、剪力单独作用下的受力状态,分析墩梁节点的传力机理和荷载承担占比,建立各部件的设计计算方法,并开展工字梁组合刚构桥试设计.结果表明:墩梁节点的轴力和弯矩传递机理和路径接近,剪力传递机理有所区别;纵梁与横梁各承担45%～55%荷载传递,轴压力和轴拉力作用下纵梁传力路径及荷载承担占比有所变化,直接由纵梁传递的荷载主要通过纵梁下翼缘传递,传递至横梁的荷载主要由横梁腹板栓钉承担.纵梁设计应考虑桥墩截面附加应力,横梁按照简支梁均布荷载受力模式计算,横梁腹板连接件设计按承担所有传递至横梁的荷载计算,纵梁腹板栓钉及下翼缘栓钉按照构造要求配置.试设计桥梁墩梁节点验算满足要求,有限元分析与理论计算结果相符,建立的墩梁节点设计方法可适用于工字梁组合刚构桥设计.
Keyword ：
传力机理 传力机理 有限元分析 有限元分析 组合桥梁 组合桥梁 节点 节点 计算方法 计算方法
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| GB/T 7714 | 黄育凡 , 陈凌杰 , 吴庆雄 et al. 工字梁组合刚构桥墩梁节点传力机理与设计方法 [J]. | 湖南大学学报（自然科学版） , 2025 , 52 (3) : 47-59 . |
| MLA | 黄育凡 et al. "工字梁组合刚构桥墩梁节点传力机理与设计方法" . | 湖南大学学报（自然科学版） 52 . 3 (2025) : 47-59 . |
| APA | 黄育凡 , 陈凌杰 , 吴庆雄 , 林飞鸿 . 工字梁组合刚构桥墩梁节点传力机理与设计方法 . | 湖南大学学报（自然科学版） , 2025 , 52 (3) , 47-59 . |
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Abstract ：
针对平板式锚具存在需在混凝土表面开槽、有效行程短、不可重复利用等问题，开展了平板式锚具优化设计与应用研究，提出了一种无须在结构基面设置扣槽，占用空间小、碳纤维增强材料(CFRP)板有效利用长度更长，轻质高强、可重复利用的预应力CFRP平板式锚具。有限元分析表明：在计算荷载作用下，锚具性能满足预应力CFRP加固需要，锚固支座、锚板和锚栓最大应力值分别为133、76、94 MPa,总体应力分布均匀，均小于其屈服强度，最大变形值为0.056、0.024、0.028 mm,保证锚具不先于结构破坏。随着锚栓直径与锚板厚度增大，锚具内部应力与变形均有所改善，其中锚栓直径变化对锚栓与锚板接触部分受力影响较大；锚板厚度对混凝土表面与锚栓接触部分受力影响较大，故建议锚栓直径为18 mm,锚板厚度为20 mm。实际工程应用表明该锚具使用效果良好。
Keyword ：
优化设计 优化设计 实桥应用 实桥应用 平板式锚具 平板式锚具 数值分析 数值分析 预应力CFRP板 预应力CFRP板
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| GB/T 7714 | 王渠 , 吴庆雄 , 陈康明 et al. 预应力CFRP平板式锚具优化设计与应用 [J]. | 南昌大学学报(工科版) , 2024 , 46 (01) : 45-52 . |
| MLA | 王渠 et al. "预应力CFRP平板式锚具优化设计与应用" . | 南昌大学学报(工科版) 46 . 01 (2024) : 45-52 . |
| APA | 王渠 , 吴庆雄 , 陈康明 , 黄育凡 , 黄锦涛 . 预应力CFRP平板式锚具优化设计与应用 . | 南昌大学学报(工科版) , 2024 , 46 (01) , 45-52 . |
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In this study, a semi-rigid joint of pier-beam connection without transmitting bending moment was proposed. The pseudo static tests of 12 full-scale joint specimens considering different influence parameters were carried out, so that the force transmission mechanism of the joints were compared, and the variation law of stiffness were analyzed. The validated finite element model was used to perform the extended analysis of the main influence parameters. By applying the numerical fitting method, the calculation methods for shear stiffness and bending stiffness of semi-rigid joints were established. Results show that the joints move horizontally and then rotates under the horizontal load, and the configuration, which makes use of the bending capacity of steel bar and the compression capacity of rubber sleeve, may realize the semi-rigid performance of the connection between the upper and lower structures of the bridge. The thickness of rubber sleeve and the diameter of steel bar are the main factors affecting the shear stiffness and bending stiffness of semi-rigid joints. At the same time, the number of steel bars is nearly related to the shear stiffness and bending stiffness with a multiple. The influence of the height of steel bar and the thickness of rubber pad may be neglected. With the increase of steel bar diameter, the translational displacement of semi-rigid joints decreases gradually, and the shear stiffness and flexural stiffness increase nonlinearly. With the increase of rubber sleeve thickness, the translational displacement of semi-rigid joints gradually increases, and the shear stiffness and flexural stiffness exhibit a nonlinearly decreasing relationship. Hence, the stiffness calculation formula considering the changes of steel bar diameter and rubber sleeve thickness may be used in the design of pier-beam connection. © 2023 Editorial Office of China Civil Engineering Journal. All rights reserved.
Keyword ：
bridge engineering bridge engineering finite element analysis finite element analysis pier-beam joints pier-beam joints pseudo-static testing pseudo-static testing semi-rigid connection semi-rigid connection stiffness calculation stiffness calculation
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| GB/T 7714 | Huang, Y. , Wu, Q. , Liu, Y. et al. Study on mechanical performance and calculation method for the semi-rigid joints of pier-beam connection; [墩梁半刚性连接节点受力性能与计算方法研究] [J]. | China Civil Engineering Journal , 2023 , 56 (10) : 78-92 . |
| MLA | Huang, Y. et al. "Study on mechanical performance and calculation method for the semi-rigid joints of pier-beam connection; [墩梁半刚性连接节点受力性能与计算方法研究]" . | China Civil Engineering Journal 56 . 10 (2023) : 78-92 . |
| APA | Huang, Y. , Wu, Q. , Liu, Y. , Yuan, H. . Study on mechanical performance and calculation method for the semi-rigid joints of pier-beam connection; [墩梁半刚性连接节点受力性能与计算方法研究] . | China Civil Engineering Journal , 2023 , 56 (10) , 78-92 . |
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提出一种不传递弯矩的墩梁半刚性连接节点，开展12个分别考虑不同影响参数的足尺节点模型拟静力试验，对比研究节点传力机理，分析刚度变化规律；采用验证后的有限元模型开展主要影响参数扩展分析，通过数值拟合方法，建立考虑半刚性节点剪切刚度和抗弯刚度计算方法。结果表明：水平荷载作用下，节点先平动再转动，该构造能利用钢棒的弯曲能力和橡胶套的压缩能力来实现桥梁上、下部结构连接处的半刚接性能。橡胶套厚度与钢棒直径是影响半刚性连接节点剪切刚度和抗弯刚度的主要因素，同时钢棒的根数与节点剪切刚度和抗弯刚度成近线性倍数关系，钢棒高度和橡胶垫厚度对节点受力性能的影响可以忽略不计。随着钢棒直径增大，半刚性节点平动位移逐渐减小，剪切刚度和抗弯刚度呈非线性递增关系。随着橡胶套厚度增大，半刚性节点平动位移逐渐增大，剪切刚度和抗弯刚度呈非线性递减关系。考虑钢棒直径和橡胶套厚度双参数变化的刚度计算公式，可用于墩梁半刚性连接节点设计。
Keyword ：
刚度计算 刚度计算 半刚性连接 半刚性连接 墩梁节点 墩梁节点 拟静力试验 拟静力试验 有限元分析 有限元分析 桥梁工程 桥梁工程
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| GB/T 7714 | 黄育凡 , 吴庆雄 , 刘钰薇 et al. 墩梁半刚性连接节点受力性能与计算方法研究 [J]. | 土木工程学报 , 2023 , 56 (10) : 78-92 . |
| MLA | 黄育凡 et al. "墩梁半刚性连接节点受力性能与计算方法研究" . | 土木工程学报 56 . 10 (2023) : 78-92 . |
| APA | 黄育凡 , 吴庆雄 , 刘钰薇 , 袁辉辉 . 墩梁半刚性连接节点受力性能与计算方法研究 . | 土木工程学报 , 2023 , 56 (10) , 78-92 . |
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为协调跨江管道桥兼具景观、通航等需求，某过江提水工程管道桥采用截面为正三角形三肢钢管桁架结构，一跨过江。全桥计算跨径160 m,矢高25 m,矢跨比1/6.4,拱肋截面采用3根Ф1000 mm钢管组成，壁厚24 mm。弦杆间的连接腹杆钢管外径均为400 mm,壁厚16 mm。在拱脚4 m范围内采用外包混凝土形式，钢管外20 cm等间距布置剪力钉，并配抗裂钢筋，厚度450 mm。拱座采用圬工混凝土扩大基础，拱座基础以中风化基岩为持力层。采用空间有限元程序MIDAS/Civil对拱管桥进行计算，结果表明，主拱结构强度、稳定性，K型节点和焊缝强度，基础抗滑、抗倾覆计算均满足规范要求。目前，拱管桥运营状况良好，达到预期目标，可为今后过江管道桥设计提供参考。
Keyword ：
三角桁式拱 三角桁式拱 拱管桥 拱管桥 桥梁工程 桥梁工程 桥梁设计 桥梁设计
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| GB/T 7714 | 张婧怡 , 黄育凡 . 某过江提水工程160m三角桁式拱管桥设计分析 [J]. | 福建建筑 , 2023 , 6 (09) : 103-108 . |
| MLA | 张婧怡 et al. "某过江提水工程160m三角桁式拱管桥设计分析" . | 福建建筑 6 . 09 (2023) : 103-108 . |
| APA | 张婧怡 , 黄育凡 . 某过江提水工程160m三角桁式拱管桥设计分析 . | 福建建筑 , 2023 , 6 (09) , 103-108 . |
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Concrete-filled steel tubular (CFST) trusses have seen recent development and application in bridges found in mountainous regions with deep valleys, and especially in seismic zones. In this study, a hybrid CFST truss lightweight bridge was selected as the research object. This bridge is composited of CFST composite truss girders (superstructure) and CFST lattice piers (substructure). Two different finite element models (FEM) for nonlinear seismic response analysis, one is detailed model and the other is simplified model, were established. By comparing with the detailed model, the results of the shaking table test as well as the real bridge test, the simplified model was found to be accurate. Considering the CFST columns' edge strain, the most unfavorable input direction of horizontal ground motion was perpendicular to the connection line of the bearings at both ends of the main girder. Also, the simultaneous influence of vertical ground motion and horizontal ground motion needs to be taken into consideration. By increasing the intensity of input ground motion, the yielding order of CFST lattice piers and its effect on the seismic response were also discussed. Results indicated that the bridge was in the elastic stage for the designed seismic ground motion. After the CFST lattice piers reached the plastic stage, the displacement and in-plane bending moment had larger amplification coefficients compared to the increase coefficient of the input ground motion, while had a much smaller axial force amplification coefficient. Moreover, the in-plane bending moment had a larger amplification coefficient in high piers compared to short piers. Too many nodes and elements in the detailed model of the hybrid concrete-filled steel tubular truss lightweight bridge will cause low computational efficiency and difficulty in error detecting in seismic analysis. Therefore, a simplified fiber beam-column element model having efficient computation and ability to predict the seismic response of structures precisely was established and verified. And the nonlinear dynamic response of this new type of lightweight bridge under strong earthquakes was investigated. image
Keyword ：
a hybrid CFST truss lightweight bridge a hybrid CFST truss lightweight bridge CFST lattice piers CFST lattice piers CFST truss girder CFST truss girder fiber beam-column element fiber beam-column element finite element model finite element model nonlinear seismic response nonlinear seismic response
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| GB/T 7714 | Huang, Yufan , Chen, Lingjie , Wu, Qingxiong et al. Nonlinear dynamic response analysis of a hybrid concrete-filled steel tubular truss lightweight bridge under strong earthquakes [J]. | EARTHQUAKE ENGINEERING AND RESILIENCE , 2023 , 2 (4) : 436-457 . |
| MLA | Huang, Yufan et al. "Nonlinear dynamic response analysis of a hybrid concrete-filled steel tubular truss lightweight bridge under strong earthquakes" . | EARTHQUAKE ENGINEERING AND RESILIENCE 2 . 4 (2023) : 436-457 . |
| APA | Huang, Yufan , Chen, Lingjie , Wu, Qingxiong , Yuan, Huihui , Chen, Baochun , Nakamura, Shozo . Nonlinear dynamic response analysis of a hybrid concrete-filled steel tubular truss lightweight bridge under strong earthquakes . | EARTHQUAKE ENGINEERING AND RESILIENCE , 2023 , 2 (4) , 436-457 . |
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本实用新型属于桥梁伸缩缝装置技术领域，尤其涉及一种桥面连续化装置。本实用新型通过在橡胶盖板内设置波形板、在橡胶盖板上设置竖向固定管和现浇块单元的方式，使得：1、波形板依靠自身纵桥向易伸缩、竖向难弯折的特性，给该装置提供充分的竖向支撑强度；2、橡胶盖板也有足够的弹性，最终其在桥梁伸缩缝处左右完全连接，也不会在缝隙收缩时过度挤压沥青层、在缝隙扩大时过度拉扯沥青层；3、竖向固定管可以在现浇块单元上，对橡胶盖板和波形板的这个组合板体进行防翘起、防移位操作。
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| GB/T 7714 | 吴庆雄 , 陈荣刚 , 黄育凡 et al. 一种桥面连续化装置 : CN202320218437.7[P]. | 2023-02-15 00:00:00 . |
| MLA | 吴庆雄 et al. "一种桥面连续化装置" : CN202320218437.7. | 2023-02-15 00:00:00 . |
| APA | 吴庆雄 , 陈荣刚 , 黄育凡 , 林伟 , 杨益伦 , 郑程斌 et al. 一种桥面连续化装置 : CN202320218437.7. | 2023-02-15 00:00:00 . |
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本实用新型属于桥梁伸缩缝装置技术领域，尤其涉及一种桥面连续化改造结构。本实用新型的组成，包括伸缩缝支撑座上的固定槽、固定架单元、组合螺杆单元、橡胶复合钢板单元，以及现浇沥青块，使得该改造结构具有以下作用：1、橡胶复合钢板单元提供充分的支撑强度和纵桥向弹性形变量，保证伸缩缝宽度变大变小过程中，橡胶复合钢板单元不会多度挤压沥青层；2、组合螺杆单元可以直接竖直向下拉紧橡胶复合钢板单元，避免后者轻易地翘起；3、现浇沥青块可以充分连接沥青层和橡胶复合钢板单元，使得桥面连续化的效果显著，车辆通过时不会撞击发声。
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| GB/T 7714 | 吴庆雄 , 林伟 , 黄育凡 et al. 一种桥面连续化改造结构 : CN202320218438.1[P]. | 2023-02-15 00:00:00 . |
| MLA | 吴庆雄 et al. "一种桥面连续化改造结构" : CN202320218438.1. | 2023-02-15 00:00:00 . |
| APA | 吴庆雄 , 林伟 , 黄育凡 , 伍秉顺 , 杨益伦 , 陈荣刚 et al. 一种桥面连续化改造结构 : CN202320218438.1. | 2023-02-15 00:00:00 . |
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The Anhai'ao Bridge located in Pingtan, Fujian is a three-span extradosed cable-stayed bridge with a main span of 150 m. For the first time, its design scheme adopted a fan-shape composite bridge tower composed of five CFST arched tower columns and curved steel pipes. In order to study the spatial force transmission mechanism of this new type of extradosed cable-stayed bridge, a 1:25 large-scale model was fabricated and a static loading test was performed. Combined with the finite element analysis results of the actual bridge, the loading state of the special-shaped main tower, main girder, and inhaul cable under different individual loads was discussed. The research results show that under the action of vehicle load, the CFST fan-shaped composite tower bears about 10% of the load through the inhaul cable, i.e., the live load distribution ratio between the main tower and the main girder was maintained at 1:9. Compared with the continuous girder bridge, the maximum strain and mid-span deflection of the main girder of the extradosed cable-stayed bridge can be reduced by about 10%. As the load level increased to 2.0 times the equivalent lane load, the deflection and strain of the main girder, the force increase of the inhaul cables, and the strain of each tower column of the main tower presented basically the same linearly changing trends. Under the action of vehicle load or foundation settlement, the middle tower column and the secondary tower column of the fan-shaped composite tower bore most of the load transmitted by the inhaul cables and their stress levels were relatively high, and the side tower column supported small force; the load distribution ratio of the middle tower column, the secondary tower column, and the side tower column was about 10:10:1; the steel tube at the junction of the curve section and the straight section and the bottom section of the tower column were the most unfavorable. Moreover, compared with the effects of vehicle load and foundation settlement, the CFST fan-shaped composite tower was more sensitive to the temperature effect, the overall stress levels of each tower column were equivalent, and the top section of the tower column had the highest stress. The above research results can provide references for subsequent research and design of similar structures. © 2022, Editorial Department of Journal of Hunan University. All right reserved.
Keyword ：
Cables Cables Cable stayed bridges Cable stayed bridges Finite element method Finite element method Loads (forces) Loads (forces) Prestressed concrete Prestressed concrete Towers Towers Tubular steel structures Tubular steel structures
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| GB/T 7714 | Yuan, Huihui , Chen, Ruling , Wu, Qingxiong et al. Research on Force Transmission Mechanism of Extradosed Cable-stayed Bridge with CFST Fan-shaped Composite Tower [J]. | Journal of Hunan University Natural Sciences , 2022 , 49 (3) : 32-42 . |
| MLA | Yuan, Huihui et al. "Research on Force Transmission Mechanism of Extradosed Cable-stayed Bridge with CFST Fan-shaped Composite Tower" . | Journal of Hunan University Natural Sciences 49 . 3 (2022) : 32-42 . |
| APA | Yuan, Huihui , Chen, Ruling , Wu, Qingxiong , Huang, Yufan . Research on Force Transmission Mechanism of Extradosed Cable-stayed Bridge with CFST Fan-shaped Composite Tower . | Journal of Hunan University Natural Sciences , 2022 , 49 (3) , 32-42 . |
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