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学者姓名：陈康明
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Abstract ：
To reveal the mechanism by which internal studs enhance the fatigue resistance of concrete-filled steel tubular K-joints (CFST K-joints) and to develop a method for calculating the stress concentration factor (SCF) of CFST K-joints with internal studs (CFST KS-joints), this study conducted full-scale specimen fatigue tests on CFST K-joints with array-arranged and circular-arranged internal studs. The influence of internal studs on the fatigue performance of CFST K-joints was thoroughly analyzed. The equivalent wall thickness theory was introduced, and the wall thickness correction factor was derived. A highly accurate SCF calculation method for CFST KS-joints was established. The research results indicate that the arrangement of internal studs can enhance fatigue life by 100.6% and reduce the SCF by 77.6%. Furthermore, the efficiency of circular-arranged studs is approximately twice that of array-arranged studs. When the undetermined factors mc for CFST K-joints with array-arranged and circular-arranged internal studs are set to 0.002 and 0.019, respectively, the maximum deviations of the wall thickness correction factor a are only 7.98% and 8.20%, respectively. Utilizing the equivalent wall thickness theory, SCF calculation methods for CFST K-joints with array-arranged and circular-arranged internal studs are derived, yielding errors of less than 19.6% and 21.4%, respectively.
Keyword ：
Array-arranged internal stud Array-arranged internal stud Calculation method Calculation method Circular-arranged internal stud Circular-arranged internal stud Concrete-filled steel tubular K-joints Concrete-filled steel tubular K-joints Fatigue resistance mechanism Fatigue resistance mechanism Stress concentration factor Stress concentration factor
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| GB/T 7714 | Wu, Qingxiong , Luo, Jianping , Chen, Kangming et al. Fatigue Performance and SCF Calculation Method of CFST K-Joints with Array-Arranged and Circular-Arranged Internal Studs [J]. | JOURNAL OF STRUCTURAL ENGINEERING , 2025 , 151 (4) . |
| MLA | Wu, Qingxiong et al. "Fatigue Performance and SCF Calculation Method of CFST K-Joints with Array-Arranged and Circular-Arranged Internal Studs" . | JOURNAL OF STRUCTURAL ENGINEERING 151 . 4 (2025) . |
| APA | Wu, Qingxiong , Luo, Jianping , Chen, Kangming , Han, Dongdong , Zheng, Qiaofeng . Fatigue Performance and SCF Calculation Method of CFST K-Joints with Array-Arranged and Circular-Arranged Internal Studs . | JOURNAL OF STRUCTURAL ENGINEERING , 2025 , 151 (4) . |
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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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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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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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An experiment was conducted on a prestressed concrete (PC) composite girder bridge with steel truss webs to investigate its flexural performance. The mechanical characteristics and failure modes of a PC composite girder bridge with steel truss webs was clarified. Finite element (FE) analysis was carried out, and the influence of the girder height-to-span ratio and eccentric loading effect on the flexural performance of a composite beam bridge with a steel truss web was discussed. The method for calculating the cracking bending moment, the bending moment at the rebar yield stage, and the ultimate bending moment of a PC composite girder with steel truss webs was proposed. Key findings include that, in both the elastic and cracking elastic stages, the strain of the bottom and top conforms to the plane-section assumption. Throughout the loading process, there was no occurrence of joint failure or local buckling failure in the steel truss webs; the composite girder ultimately fails due to excessive deformation, indicating that the overall mechanical performance of the composite beam is good. The deflection and stress in the mid-span section decrease with an increasing height-to-span ratio, and there are significant impacts of eccentric loading on deflection and stress. Compared with the results of the FE analysis and test, the calculation methods of the cracking moment, reinforcement yield moment, and ultimate moment of PC composite girders with steel truss webs presented in this paper have a high accuracy.
Keyword ：
calculation method calculation method composite girder bridge composite girder bridge experiment experiment finite element analysis finite element analysis flexural behavior flexural behavior steel truss webs steel truss webs
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| GB/T 7714 | Wang, Wenping , Liu, Yanqi , Chen, Kangming . Bending Performance of a Prestressed Concrete Composite Girder Bridge with Steel Truss Webs [J]. | APPLIED SCIENCES-BASEL , 2024 , 14 (11) . |
| MLA | Wang, Wenping et al. "Bending Performance of a Prestressed Concrete Composite Girder Bridge with Steel Truss Webs" . | APPLIED SCIENCES-BASEL 14 . 11 (2024) . |
| APA | Wang, Wenping , Liu, Yanqi , Chen, Kangming . Bending Performance of a Prestressed Concrete Composite Girder Bridge with Steel Truss Webs . | APPLIED SCIENCES-BASEL , 2024 , 14 (11) . |
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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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为了消除铰缝病害对装配式空心板桥的不利影响，提出了一种采用浅铰缝的横向预应力装配式空心板桥方案。通过对一跨跨径13 m的空心板桥足尺模型的试验和非线性有限元分析，研究荷载作用下的桥梁受力性能。试验结果表明，浅铰缝结合面法向黏结强度为弱侧混凝土轴心抗拉强度的40%;结合面的切向黏结强度为弱侧混凝土轴心抗压强度的1.1%。试验过程中铰缝和新旧混凝土结合面保持完好，空心板先于铰缝破坏失效。采用浅铰缝的横向预应力装配式空心板桥的破坏模式为空心板破坏，铰缝不再是空心板桥受力的薄弱环节。有限元计算结果表明，横向预应力大大减小了铰缝结合面的法向拉应力。空心板桥的浅铰缝结合面发生的是剪切破坏而不是弯拉破坏。参数分析结果表明，施加横向预应力时，预应力不宜小于预应力钢筋强度标准值的45%。
Keyword ：
受力性能 受力性能 有限元分析 有限元分析 横向预应力 横向预应力 浅铰缝 浅铰缝 装配式空心板桥 装配式空心板桥 足尺模型试验 足尺模型试验
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| GB/T 7714 | 陈茂榕 , 李学红 , 曹小龙 et al. 采用浅铰缝的横向预应力空心板桥受力性能 [J]. | 广西大学学报(自然科学版) , 2024 , 49 (04) : 703-713 . |
| MLA | 陈茂榕 et al. "采用浅铰缝的横向预应力空心板桥受力性能" . | 广西大学学报(自然科学版) 49 . 04 (2024) : 703-713 . |
| APA | 陈茂榕 , 李学红 , 曹小龙 , 陈康明 , 黄宛昆 . 采用浅铰缝的横向预应力空心板桥受力性能 . | 广西大学学报(自然科学版) , 2024 , 49 (04) , 703-713 . |
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为简化吊杆断裂后中、下承式拱桥剩余结构动力响应的计算方法,提出悬吊桥面系强健性设计破坏安全极限状态,开展了大比例缩尺模型试验,采用ANSYS/LS-DYNA建立不考虑拱肋的悬吊桥面系结构有限元模型,提出弹性支撑悬吊桥面系简化计算模型,并采用五弯矩普通方程式,对弹性支撑悬吊桥面系计算长度进行简化,推导得到了悬吊桥面系简化计算方法;构建18种不同跨径标准拱桥的分析结果验证简化计算方法精度.研究结果表明:破坏安全极限状态恒载γG和活载γQ分项系数分别为1.2和0.9,1车道、2车道、3车道及以上的荷载横向分布系数分别取1.0、0.75和0.52,钢筋和钢结构强度分别取1.25倍和1.05屈服强度、其他材料强度取标准值;不考虑拱肋的悬吊桥面系结构有限元简化计算模型最大正误差仅为11.7％;建议短吊杆、次短吊杆以及长吊杆断裂工况下弹性支撑连续梁模型计算长度分别取D+2L、D+3L和4L,其偏差率分别为2.89％、2.40％、3.66％.吊杆断裂破坏安全极限状态下中、下承式拱桥悬吊桥面系简化计算方法的最大正误差分别为11.4％和10.1％,计算结果具有良好的精度且偏于安全.
Keyword ：
中、下承式拱桥 中、下承式拱桥 吊杆断裂冲击 吊杆断裂冲击 悬吊桥面系简化计算方法 悬吊桥面系简化计算方法 破坏安全极限状态 破坏安全极限状态
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| GB/T 7714 | 吴庆雄 , 罗健平 , 陈康明 et al. 吊杆断裂破坏安全极限状态下中、下承式拱桥悬吊桥面系简化计算方法 [J]. | 土木工程学报 , 2024 , 57 (10) : 57-70 . |
| MLA | 吴庆雄 et al. "吊杆断裂破坏安全极限状态下中、下承式拱桥悬吊桥面系简化计算方法" . | 土木工程学报 57 . 10 (2024) : 57-70 . |
| APA | 吴庆雄 , 罗健平 , 陈康明 , 林佳成 . 吊杆断裂破坏安全极限状态下中、下承式拱桥悬吊桥面系简化计算方法 . | 土木工程学报 , 2024 , 57 (10) , 57-70 . |
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单圆管钢管混凝土(CFST)拱桥常采用稀疏的横撑布置形式,面外失稳时具有较大的剪切变形,不适合采用现有基于不考虑剪切变形假定的计算方法.本文以缀板稀疏布置的格构柱为研究对象,推导得到考虑剪切变形后格构柱弹性分支屈曲临界荷载计算公式,并以格构柱弹性分支屈曲临界荷载计算公式为基础,采用等效梁柱法推导得到考虑剪切变形的单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载计算公式.开展了单圆管钢管混凝土标准拱桥有限元参数分析,并将有限元分析结果与考虑和不考虑剪切变形计算公式、现有规范与参考文献推荐计算公式的计算结果进行对比分析.研究结果表明:在工程常用的结构尺寸范围内,现有规范和文献推荐公式计算结果比有限元计算结果小了1个数量级,不适用于计算单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载.本文提出的考虑剪切变形的单圆管钢管混凝土拱桥面外弹性分支屈曲临界荷载计算公式与有限元计算结果的误差在15%之内,具有较大的精度提升和较好的适用性.
Keyword ：
单圆管 单圆管 弹性稳定 弹性稳定 极限承载力算法 极限承载力算法 桥梁工程 桥梁工程 钢管混凝土拱桥 钢管混凝土拱桥 面外 面外
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| GB/T 7714 | 黄卿维 , 吴庆雄 , 陈宝春 et al. 单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法 [J]. | 吉林大学学报（工学版） , 2024 , 54 (10) : 2930-2940 . |
| MLA | 黄卿维 et al. "单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法" . | 吉林大学学报（工学版） 54 . 10 (2024) : 2930-2940 . |
| APA | 黄卿维 , 吴庆雄 , 陈宝春 , 陈康明 , 叶智威 . 单圆管CFST拱桥面外弹性分支屈曲临界荷载计算方法 . | 吉林大学学报（工学版） , 2024 , 54 (10) , 2930-2940 . |
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以某蝴蝶拱桥为研究对象,采用有限元方法开展蝴蝶拱的空间受力性能研究,对比分析斜拱肋、直拱肋、有无副拱等不同结构体系对拱肋内力、挠度以及稳定性的影响,讨论拱肋倾角、主拱刚度、副拱刚度等关键参数对蝴蝶拱受力性能的影响程度与影响规律.结果表明:恒载和活载作用下,外倾式拱肋的主副拱拱脚面外弯矩和挠度均显著增大;去除副拱肋会显著增大主拱肋的轴力和拱肋挠度;拱肋倾斜与否对拱肋稳定性影响较小,副拱肋可一定程度提高拱肋稳定性.主副拱肋的内力和挠度均随着拱肋倾角的增大而增大,拱肋稳定性随着拱肋倾角的增大而减小,建议设计时拱肋倾角小于12°;主副拱刚度从0.50EI增大到1.25EI时,有利于结构受力,而从1.25EI增大至2.00EI时,对结构受力优化效果不明显.对于背景桥梁建议主拱和副拱的倾角为12°,主拱和副拱的刚度提高至原结构刚度的1.25倍,优化后主副拱肋挠度降幅约36％,效果良好.
Keyword ：
参数分析 参数分析 大跨度蝴蝶型拱肋 大跨度蝴蝶型拱肋 有限元 有限元 稳定性 稳定性 空间受力性能 空间受力性能
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| GB/T 7714 | 曹树森 , 钱栋栋 , 石向东 et al. 大跨度蝴蝶拱空间受力性能参数分析 [J]. | 水利与建筑工程学报 , 2024 , 22 (5) : 168-176,212 . |
| MLA | 曹树森 et al. "大跨度蝴蝶拱空间受力性能参数分析" . | 水利与建筑工程学报 22 . 5 (2024) : 168-176,212 . |
| APA | 曹树森 , 钱栋栋 , 石向东 , 王礼武 , 陈潮 , 李明 et al. 大跨度蝴蝶拱空间受力性能参数分析 . | 水利与建筑工程学报 , 2024 , 22 (5) , 168-176,212 . |
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