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学者姓名：吴庆雄
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Abstract ：
为研究钢管混凝土KK(CFST-KK)型节点疲劳性能，开展了CFST-KK型节点模型疲劳试验，分析了CFST-KK型节点热点应力分布规律和疲劳性能演化过程；建立了CFST-KK型节点实体有限元模型，结合试验和有限元结果，分析了CFST-KK型节点与钢管混凝土K(CFST-K)型节点疲劳性能的差异性；研究了不同参数对KK型节点疲劳性能影响，探讨了适用于CFST-KK型节点疲劳寿命的评价方法。研究结果表明：采用二次外推方式计算的CFST-KK型节点，最大热点应力位于受拉支管相贯焊缝的主管侧冠点偏外鞍点15°处；计算CFST-KK型节点应力集中系数时，支管名义应力可仅考虑轴力和面内弯矩的影响而不考虑面外弯矩的影响，其应力集中系数为6.36,比CFST-K型节点大80.2%;CFST-KK型节点的疲劳裂纹萌生于最大热点应力处，在反复加载过程中裂纹沿焊趾根部向两侧与主管壁厚方向延伸，裂纹向外鞍点扩展的速度要略快于向内鞍点扩展的速度，停止反复加载后裂纹并未贯穿主管管壁；受支管面外弯矩与支管间空间效应的影响，CFST-KK型节点的抗疲劳性能与CFST-K型节点有明显差异；主管内填混凝土能提升CFST-KK型节点径向刚度，缓解应力集中情况；支管面外夹角增大会增大支管间空间效应的影响；考虑钢管内混凝土影响的CFST-K型节点的热力应力与疲劳寿命曲线在评价CFST-KK型节点疲劳寿命时具有良好的精度。
Keyword ：
应力集中系数 应力集中系数 桥梁工程 桥梁工程 热点应力 热点应力 疲劳寿命 疲劳寿命 疲劳性能试验 疲劳性能试验 钢管混凝土KK型节点 钢管混凝土KK型节点
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| GB/T 7714 | 吴庆雄 , 罗健平 , 杨益伦 et al. 钢管混凝土KK型节点疲劳性能试验 [J]. | 交通运输工程学报 , 2024 , 24 (01) : 100-116 . |
| MLA | 吴庆雄 et al. "钢管混凝土KK型节点疲劳性能试验" . | 交通运输工程学报 24 . 01 (2024) : 100-116 . |
| APA | 吴庆雄 , 罗健平 , 杨益伦 , 陈康明 , 缪承谕 , 中村聖三 . 钢管混凝土KK型节点疲劳性能试验 . | 交通运输工程学报 , 2024 , 24 (01) , 100-116 . |
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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 order to study the fatigue performance of concrete-filled steel tubular-KK (CFST-KK) joint, a fatigue test on CFST-KK joint models was conducted, and the stress distribution pattern and fatigue performance evolution of CFST-KK joints were analyzed. A solid finite element (FE) model of CFST-KK joint was established. In combination with the results of the test and FE models, the difference in the fatigue performance between the CFST-KK joint and the concrete-filled steel tubular-K (CFST-K) joint was revealed, the influences of different parameters on the fatigue performance of KK joint were analyzed, and an appropriate fatigue life evaluation method for the CFST-KK joint was discussed. Research results show that the maximum hot spot stress of CFST-KK joint calculated by the quadratic extrapolation method is located 15° away from the crown point on the chord side of tension brace to the chord intersecting weld towards the outer saddle point. In calculating the stress concentration factor (SCF) of CFST-KK joint, the nominal stress of the brace only takes into account the influence of axial force and in-plane bending moment regardless of the impact of out-of-plane bending moment, and the SCF of CFST-KK joint is 6.36, 80.2% higher than that of CFST-K joint. The fatigue crack in the CFST-K joint originates at the location with the highest stress concentration, extends towards the two sides and wall thickness of the chord along the weld toe root during repeated loading, and expands slightly faster towards the outer saddle point than the inner saddle point. However, it does not penetrate the chord wall after stopping the repeated loading. The fatigue resistance of CFST-KK joint differs significantly from that of CFST-K joint, primarily due to the presence of out-of-plane bending moment in the brace and the spatial interaction between the braces. Filling the tube with concrete can enhance the radial stiffness of CFST-KK joint and reduce the stress concentration. Augmenting the angle beyond the branch face can enhance the spatial interaction between the braces. Taking into account the impact of filled concrete, the hot spot stress and fatigue life curve of CFST-K joint has high precision in assessing the fatigue life of CFST-KK joint. © 2024 Chang'an University. All rights reserved.
Keyword ：
Bending moments Bending moments Bridges Bridges Concretes Concretes Fatigue testing Fatigue testing Stress analysis Stress analysis Stress concentration Stress concentration Welds Welds
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| GB/T 7714 | Wu, Qing-Xiong , Luo, Jian-Ping , Yang, Yi-Lun et al. Fatigue performance experiment of concrete-filled steel tubular-KK joint [J]. | Journal of Traffic and Transportation Engineering , 2024 , 24 (1) : 100-116 . |
| MLA | Wu, Qing-Xiong et al. "Fatigue performance experiment of concrete-filled steel tubular-KK joint" . | Journal of Traffic and Transportation Engineering 24 . 1 (2024) : 100-116 . |
| APA | Wu, Qing-Xiong , Luo, Jian-Ping , Yang, Yi-Lun , Chen, Kang-Ming , Miao, Cheng-Yu , Shozo, Nakamura . Fatigue performance experiment of concrete-filled steel tubular-KK joint . | Journal of Traffic and Transportation Engineering , 2024 , 24 (1) , 100-116 . |
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To study the eccentric compression performance of UHPC-encased concrete-filled steel tube composite medium-long columns (referred to as ‘UC-CFST medium-long columns’), the eccentricity (0. 52 and 1. 04) and slenderness ratio (7. 22-44. 74) were selected as the main parameters, and a total of 18 UC-CFST medium-long column specimens were tested under eccentric compression loads, and the failure mode and eccentric compression performance index were obtained. The results reveal that with the increase of eccentricity and slenderness ratio, the failure mode of UC-CFST medium-long columns changes from material strength failure to instability failure, and the bearing capacity of specimens is significantly reduced. The specimens with a slenderness ratio less than or equal to 21. 03 exhibit obvious material strength failure characteristics. The steel bars and steel tubes on the near load side of the small eccentric compression specimens first undergo compression yielding, while the UHPC outer layer in the tensile zone of the large eccentric compression specimens cracks, and the steel tubes yield in tension. When the peak load is reached, the UHPC in the compressive zone of the large and small eccentric compression specimens is crushed. The specimens with a slenderness ratio greater than 35. 26 are subjected to elastic-plastic instability failure, while a specimen with a slenderness ratio between 21. 03 and 35. 26 is subjected to plastic instability failure. Finally, the applicability of the bending moment amplification factor method for concrete-encased CFST columns proposed in GB/ T 51446—2021‘Technical standard for concrete-filled steel tubular hybrid structures’ to calculate the eccentric compression bearing capacity of UC-CFST medium-long columns is discussed. It is found that this method will significantly overestimate the eccentric compression bearing capacity of UC-CFST medium-long columns. Therefore, combined with the mechanical characteristics of UC-CFST medium-long columns, an improved moment amplification factor method which can be used to calculate the eccentric compression bearing capacity of UC-CFST medium-long columns is derived in this paper. The calculation results correspond well with the experimental results. © 2024 Science Press. All rights reserved.
Keyword ：
Bending strength Bending strength Bond strength (materials) Bond strength (materials) Columns (structural) Columns (structural) Compression testing Compression testing Compressive strength Compressive strength Electric towers Electric towers Fracture mechanics Fracture mechanics Pressure vessel codes Pressure vessel codes Religious buildings Religious buildings Solar buildings Solar buildings Tubular steel structures Tubular steel structures Uranium carbide Uranium carbide Water towers Water towers
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| GB/T 7714 | Wu, Qingxiong , Xu, Zhikun , Cheng, Jun et al. Experimental study on eccentric compression performance of UHPC-encased CFST composite medium-long columns [J]. | Journal of Building Structures , 2024 , 45 (9) : 76-88 . |
| MLA | Wu, Qingxiong et al. "Experimental study on eccentric compression performance of UHPC-encased CFST composite medium-long columns" . | Journal of Building Structures 45 . 9 (2024) : 76-88 . |
| APA | Wu, Qingxiong , Xu, Zhikun , Cheng, Jun , Yuan, Huihui , Qin, Zhiqing . Experimental study on eccentric compression performance of UHPC-encased CFST composite medium-long columns . | Journal of Building Structures , 2024 , 45 (9) , 76-88 . |
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为研究界面焊接环向钢筋的钢管混凝土叠合柱的抗剪性能，以环向钢筋的布置间距和直径为研究参数，对6根叠合柱试件进行了横向剪切静力试验和数值模拟，分析了各参数对试件的破坏过程、破坏形态、荷载-跨中挠度曲线以及抗剪承载力的影响规律。研究结果表明：界面环向钢筋布置方案不同的叠合柱试件破坏形态基本相同，均发生斜压破坏；试件的受力过程可划分为弹性阶段、弹塑性阶段、强化阶段和破坏阶段四个阶段；随着界面环向钢筋布置间距的减小，试件的抗剪承载力提高显著，最大增幅达22%；增大界面环向钢筋的直径可提高试件的抗剪承载力，但作用效果有限，最大增幅仅为6.1%。通过试验数据对有限元模型的有效性进行验证，并进一步分析了不同阶段有限元模型的应力状态，明确了此类叠合柱的受剪机理。
Keyword ：
抗剪性能 抗剪性能 有限元分析 有限元分析 界面环向钢筋 界面环向钢筋 试验研究 试验研究 钢管混凝土叠合柱 钢管混凝土叠合柱
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| GB/T 7714 | 程军 , 许志坤 , 吴庆雄 et al. 界面焊接环向钢筋的钢管混凝土叠合柱抗剪性能研究 [J]. | 工程力学 , 2024 , (S1) : 142-149 . |
| MLA | 程军 et al. "界面焊接环向钢筋的钢管混凝土叠合柱抗剪性能研究" . | 工程力学 S1 (2024) : 142-149 . |
| APA | 程军 , 许志坤 , 吴庆雄 , 袁辉辉 . 界面焊接环向钢筋的钢管混凝土叠合柱抗剪性能研究 . | 工程力学 , 2024 , (S1) , 142-149 . |
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To study the eccentric compression performance and failure mechanism of ultra-high performance concrete (UHPC) encased concrete-filled steel tubular (CFST) medium-long columns (UC-CFST medium-long columns), a total of 27 UC-CFST column specimens were tested under eccentric compression with eccentricity and slenderness ratio as the main parameters. After verified by experimental results, the finite element (FE) analysis of UC-CFST medium-long columns with actual structural cross-sectional size under eccentric compression was further carried out. It is found that as the slenderness ratio and eccentricity increased, the bending stiffness and the ultimate bearing capacity of the UC-CFST columns decreased gradually, and the failure mode changed from strength failure to instability failure, and the smaller the proportion of encasing UHPC area, the greater the upper-bound slenderness ratio of strength failure. Moreover, the influence of eccentricity was nonlinearly coupled with slenderness ratio on the eccentric compressive bearing capacity of UC-CFST medium-long columns. Finally, a calculation method of ultimate load-bearing capacity of UC-CFST medium-long columns considering the influence of eccentricity and slenderness ratio was proposed, which had good calculation accuracy with experimental and numerical results.
Keyword ：
CFST CFST Eccentric compression test Eccentric compression test Finite element analysis Finite element analysis UHPC-encased UHPC-encased Ultimate bearing capacity Ultimate bearing capacity
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| GB/T 7714 | Xu, Zhikun , Cheng, Jun , Yuan, Huihui et al. Mechanical behavior of eccentrically loaded UHPC-encased CFST medium-long columns [J]. | ENGINEERING STRUCTURES , 2024 , 315 . |
| MLA | Xu, Zhikun et al. "Mechanical behavior of eccentrically loaded UHPC-encased CFST medium-long columns" . | ENGINEERING STRUCTURES 315 (2024) . |
| APA | Xu, Zhikun , Cheng, Jun , Yuan, Huihui , Wu, Qingxiong , Qin, Zhiqing . Mechanical behavior of eccentrically loaded UHPC-encased CFST medium-long columns . | ENGINEERING STRUCTURES , 2024 , 315 . |
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为研究外包超高性能混凝土钢管混凝土叠合中长柱(简称“UC-CFST中长柱”)的偏压性能，以偏心率(0.52、1.04)和长细比(7.22～44.74)为主要参数，进行了18个UC-CFST中长柱的偏压性能试验，得到其破坏模式和偏压性能指标。结果表明：随着偏心率和长细比的增加，UC-CFST中长柱的破坏模式由材料强度破坏转变为失稳破坏，承载力显著降低；长细比不大于21.03的中长柱试件均表现出明显的材料强度破坏特征，小偏心受压试件的近载侧钢筋、钢管先发生受压屈服，大偏心受压试件的受拉区UHPC外包层开裂、钢管受拉屈服，在达到峰值荷载时大、小偏心受压试件的受压区UHPC均被压碎；长细比大于35.26的中长柱试件表现为弹塑性失稳破坏，长细比介于21.03～35.26之间时为塑性失稳破坏。同时，进一步研究了GB/T 51446—2021《钢管混凝土混合结构技术标准》建议的钢管混凝土叠合柱弯矩增大系数法计算UC-CFST中长柱偏压承载力的适用性，发现该方法会明显高估UC-CFST中长柱的偏压承载力。为此，结合UC-CFST中长柱的受力特点，推导得到了可用于计算UC-CFST中长柱偏压承载力的改进弯矩增大系数法，其计算结果与试验结果吻合良好。
Keyword ：
偏压试验 偏压试验 偏心率 偏心率 承载力 承载力 超高性能混凝土 超高性能混凝土 钢管混凝土叠合柱 钢管混凝土叠合柱 长细比 长细比
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| GB/T 7714 | 吴庆雄 , 许志坤 , 程军 et al. 外包UHPC钢管混凝土叠合中长柱偏压性能试验研究 [J]. | 建筑结构学报 , 2024 , 45 (09) : 76-88 . |
| MLA | 吴庆雄 et al. "外包UHPC钢管混凝土叠合中长柱偏压性能试验研究" . | 建筑结构学报 45 . 09 (2024) : 76-88 . |
| APA | 吴庆雄 , 许志坤 , 程军 , 袁辉辉 , 秦志清 . 外包UHPC钢管混凝土叠合中长柱偏压性能试验研究 . | 建筑结构学报 , 2024 , 45 (09) , 76-88 . |
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为研究钢管混凝土桁式弦杆组合连续梁的抗弯性能和计算方法，开展了模型试验和理论分析，研究钢管混凝土桁式弦杆组合连续梁正、负弯矩区的应变分布、变形特性、破坏形态和抗弯承载能力，并对正、负弯矩区的抗弯承载能力计算方法进行讨论。结果表明：钢管混凝土桁式弦杆组合连续梁正、负弯矩区的腹杆和节点均具有较高的强度和刚度，能够保证节点破坏不会先于截面整体破坏。截面应变沿高度方向基本呈线性变化，满足平截面假定。正、负弯矩区的抗弯承载能力破坏形态分别是弦杆钢管全截面屈服和混凝土桥面板内部钢筋发生屈服。腹杆对钢管混凝土桁式弦杆组合连续梁正、负弯矩区抗弯承载能力的贡献度分别为12.5%和8.6%。本文提出了考虑腹杆贡献的钢管混凝土桁式弦杆组合连续梁抗弯承载能力的计算方法，其计算结果与试验和有限元分析结果进行对比分析，误差不超过8.1%。
Keyword ：
抗弯性能 抗弯性能 桥梁工程 桥梁工程 模型试验 模型试验 理论分析 理论分析 组合连续梁 组合连续梁 计算方法 计算方法 钢管混凝土桁式弦杆 钢管混凝土桁式弦杆
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| GB/T 7714 | 黄汉辉 , 陈康明 , 吴庆雄 . 钢管混凝土桁式弦杆组合连续梁抗弯性能 [J]. | 吉林大学学报(工学版) , 2024 , 54 (06) : 1665-1676 . |
| MLA | 黄汉辉 et al. "钢管混凝土桁式弦杆组合连续梁抗弯性能" . | 吉林大学学报(工学版) 54 . 06 (2024) : 1665-1676 . |
| APA | 黄汉辉 , 陈康明 , 吴庆雄 . 钢管混凝土桁式弦杆组合连续梁抗弯性能 . | 吉林大学学报(工学版) , 2024 , 54 (06) , 1665-1676 . |
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To simplify the calculation method of the dynamic response of the half-through and through arch bridges after the suspender fracture, the breaking safety limit state for the robust design of suspension bridge deck was proposed. The scale model test was carried out, and the finite element (FE) model of the suspension bridge deck structure without considering the arch ribs was established by ANSYS / LS-DYNA. A simplified calculation model of elastic support continuous beam was proposed, and a simplified calculation method of suspension bridge deck system was derived by using the ordinary equation of five bending moments. 18 standard arch bridges with different spans were analyzed to verify the accuracy of the simplified calculation method. The results show that the partial coefficients of constant load and live load in the breaking safety limit state are γG = 1. 2 and γQ = 0. 9, respectively, and the lateral load distribution coefficients are 1. 0 for 1 lane, 0. 75 for 2 lanes, and 0. 52 for 3 lanes and above, and the rebar and steel strengths are taken as 1. 25 and 1. 05 times of yield strengths, respectively, the other materials strength are taken as standard values. The maximum positive error of the FE simplified calculation model is 11. 7%. It is suggested that the calculated lengths of the elastic support continuous beam model under the fracture condition of short suspender, sub-short suspender and long suspender be D+2L, D+3L and 4L respectively, and the deviation rates be 2. 89%, 2. 40% and 3. 66%, respectively. The maximum positive errors of the simplified calculation method under the safety limit of suspender fracture are 11. 4% and 10. 1%, respectively, and the calculation results have good accuracy with bias towards safety. © 2024 Chinese Society of Civil Engineering. All rights reserved.
Keyword ：
Accident prevention Accident prevention Arch bridges Arch bridges Arches Arches Bridge decks Bridge decks Dynamic response Dynamic response Fracture Fracture Fracture mechanics Fracture mechanics Pressure vessels Pressure vessels Suspension bridges Suspension bridges Suspensions (components) Suspensions (components)
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| GB/T 7714 | Wu, Qingxiong , Luo, Jianping , Chen, Kangming et al. Simplified calculation method for suspension bridge deck system of half-through and through arch bridge under safety limit condition of suspender fracture [J]. | China Civil Engineering Journal , 2024 , 57 (10) : 57-70 . |
| MLA | Wu, Qingxiong et al. "Simplified calculation method for suspension bridge deck system of half-through and through arch bridge under safety limit condition of suspender fracture" . | China Civil Engineering Journal 57 . 10 (2024) : 57-70 . |
| APA | Wu, Qingxiong , Luo, Jianping , Chen, Kangming , Lin, Jiacheng . Simplified calculation method for suspension bridge deck system of half-through and through arch bridge under safety limit condition of suspender fracture . | China Civil Engineering Journal , 2024 , 57 (10) , 57-70 . |
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As a new type of composite girders, composite girders with corrugated steel webs and concrete-filled steel tubular (CSW-CFST) truss chords are extensively utilized in bridge engineering. To examine the structural behavior of composite girders with CSW-CFST truss chords subjected to combined flexure and torsion, model tests and finite element analysis (FEA) are employed. Using these efficient tools, the strain distribution, deformation law, failure mode, and bearing capacity of these composite girders subjected to pure torsion and combined flexure and torsion are methodically obtained. The primary objectives are to probe the applicability of existing flexure-torsion relation curves and introduce the calculation method for the bearing capacity of composite girders with CSW-CFST truss chords subjected to combined flexure and torsion. The obtained results reveal that their failure mode is influenced by the initial torsional moment. Further, their bearing capacities due to the applied initial torsional and bending moments can be maximally enhanced by about 21.6% and 6.6%, respectively. The deviation between the predicted bearing capacity by the FEA and that obtained from the tests is less than 8.6%, demonstrating the high accuracy of the FEA model. The contribution of the torsional moment to the flexural bearing capacity is either ignored or underestimated by the existing flexure-torsion relation curves, with a minimum deviation of about 22.3%. By comparing the results acquired by the extended FEA and the calculation method proposed in this paper, it is proved that the proposed calculation method for the bearing capacity of composite girders with CSW-CFST truss chords subjected to combined flexure and torsion may reduce the deviation from 22.3% to 8.3%.
Keyword ：
calculation method calculation method Composite girders Composite girders concrete-filled steel tubular truss chords concrete-filled steel tubular truss chords corrugated steel webs corrugated steel webs finite element analysis finite element analysis model tests model tests structural behavior subjected to combined flexure and torsion structural behavior subjected to combined flexure and torsion
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| GB/T 7714 | Huang, Hanhui , Chen, Kangming , Wu, Qingxiong et al. Experimental Investigation on Composite Girders With CSW-CFST Truss Chords Subjected to Combined Flexure and Torsion [J]. | ADVANCES IN STRUCTURAL ENGINEERING , 2023 , 26 (8) : 1468-1485 . |
| MLA | Huang, Hanhui et al. "Experimental Investigation on Composite Girders With CSW-CFST Truss Chords Subjected to Combined Flexure and Torsion" . | ADVANCES IN STRUCTURAL ENGINEERING 26 . 8 (2023) : 1468-1485 . |
| APA | Huang, Hanhui , Chen, Kangming , Wu, Qingxiong , Nakamura, Shozo . Experimental Investigation on Composite Girders With CSW-CFST Truss Chords Subjected to Combined Flexure and Torsion . | ADVANCES IN STRUCTURAL ENGINEERING , 2023 , 26 (8) , 1468-1485 . |
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