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学者姓名：陈康明
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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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Abstract ：
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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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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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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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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针对钢桥面柔性铺装病害频发的问题，提出采用纤维混凝土替代部分沥青柔性铺装，通过有限元分析软件MSC.Marc建立T型加劲肋钢顶板-纤维混凝土组合桥面板实体有限元分析模型，选取纤维混凝土厚度、钢顶板厚度、T肋翼缘板厚度及横隔板间距4个参数进行力学性能分析。研究表明：纤维混凝土层的厚度及T肋翼缘板厚度的改变对组合桥面板的刚度影响显著；纤维混凝土层和钢顶板的厚度变化均对其影响较大，随着纤维混凝土及钢顶板厚度的增加，界面剪应力明显下降；增大横隔板间距对各力学指标的影响不太明显；在30m跨径下的T型加劲肋钢顶板-纤维混凝土组合桥面各构造参数的合理范围如下：纤维混凝土层厚度宜为80mm、钢顶板厚度宜为14mm; T肋厚度宜为10mm、横隔板间距应取1.5m。
Keyword ：
T型加劲肋 T型加劲肋 力学性能 力学性能 有限元 有限元 纤维混凝土 纤维混凝土 组合桥面板 组合桥面板
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| GB/T 7714 | 周连荣 , 林财 , 杨建军 et al. T型加劲肋钢顶板-纤维混凝土组合桥面板力学性能研究 [J]. | 福建建设科技 , 2023 , 5 (04) : 74-78 . |
| MLA | 周连荣 et al. "T型加劲肋钢顶板-纤维混凝土组合桥面板力学性能研究" . | 福建建设科技 5 . 04 (2023) : 74-78 . |
| APA | 周连荣 , 林财 , 杨建军 , 陈康明 . T型加劲肋钢顶板-纤维混凝土组合桥面板力学性能研究 . | 福建建设科技 , 2023 , 5 (04) , 74-78 . |
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The concrete-filled steel tubular (CFST) K-joint was taken as the research object, full-scale specimen tests and finite-element (FE) analysis of seven CFST K-joints and one steel tubular (ST) K-joint were carried out. The accuracy of CFST K-joint stress concentration coefficient (SCF) calculation using the existing K-joint SCF formula was discussed. Based on the effect of core concrete on the chord deformation mechanism, the releasing coefficient of CFST K-joint SCF was proposed. According to the relationship between releasing coefficient and stripping arc length, the calculation method of releasing coefficient was established by theoretical derivation. The calculation method of CFST K-joint SCF was then established based on the releasing coefficient and ST K-joint SCF. The obtained results show that the maximum SCF of the K-joint appears in the position of the intersecting weld between tension brace and chord near the crown toe of the chord. The maximum SCFs of the CFST and ST K-joints in order are obtained as 3.98 and 6.08, which indicates that the core concrete can reduce the SCF of the CFST K-joint by about 34.5%. The existing methods for calculating the SCF of CFST and ST K-joints fail to fully consider the influence of core concrete constraints and the coupling relationship between geometric parameters; therefore, the accuracy of CFST K-joint SCF calculation using the existing K-joint SCF calculation formula is low. By employing the proposed SCF calculation method, the calculation error of the CFST K-joint SCF can be reduced from 58.0% to 19.6%.
Keyword ：
Calculating method Calculating method Concrete-filled steel tubular (CFST) K-joint Concrete-filled steel tubular (CFST) K-joint Relieve coefficient Relieve coefficient Stress concentration factor Stress concentration factor Theoretical derivation Theoretical derivation
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| GB/T 7714 | Chen, Kangming , Huang, Hanhui , Zheng, Qiaofeng et al. Experimental Research on the Calculating Method of Stress Concentration Factor for CFST K-Joint [J]. | JOURNAL OF STRUCTURAL ENGINEERING , 2023 , 149 (3) . |
| MLA | Chen, Kangming et al. "Experimental Research on the Calculating Method of Stress Concentration Factor for CFST K-Joint" . | JOURNAL OF STRUCTURAL ENGINEERING 149 . 3 (2023) . |
| APA | Chen, Kangming , Huang, Hanhui , Zheng, Qiaofeng , Wu, Qingxiong , Nakamura, Shozo . Experimental Research on the Calculating Method of Stress Concentration Factor for CFST K-Joint . | JOURNAL OF STRUCTURAL ENGINEERING , 2023 , 149 (3) . |
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