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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)型节点应力集中系数(SCF)计算方法,开展CFST-KK型节点模型试验和实体有限元分析,通过试验与有限元结果对比分析验证了有限元模型正确性;通过有限元参数分析揭示CFST-KK型节点SCF的敏感性以及管内混凝土的影响机理;探讨现有相贯管节点SCF计算方法的适用性,基于节点刚度推导得到钢管KK(CHS-KK)型节点SCF计算方法,基于变形相似原则并考虑管内混凝土与主管管壁的剥离变形作用,提出了 CFST-KK型节点SCF计算方法.结果表明:有限元模型最大误差为8.0％,具有良好的精度;计算CFST-KK型节点SCF时,可只考虑轴力和面内弯矩的作用而忽略面外弯矩的作用;主管径厚比对CFST-KK型节点SCF的影响最为显著,主管内填混凝土可提升主管管壁整体径向刚度,使CFST-KK型节点SCF减小28.5％～48.9％;采用现有相贯管节点SCF计算方法计算CFST-KK型节点SCF时均存在较大误差;扩展有限元参数分析验证了文章提出的CHS-KK和CFST-KK型节点SCF计算方法具有良好的精度且计算结果偏于安全.
Keyword ：
应力集中系数 应力集中系数 有限元分析 有限元分析 理论推导 理论推导 计算方法 计算方法 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 | 陈康明 , 樊林杰 , 杨益伦 et al. 钢管混凝土 KK型节点应力集中系数计算方法 [J]. | 土木工程学报 , 2025 , 58 (2) : 50-62,85 . |
| MLA | 陈康明 et al. "钢管混凝土 KK型节点应力集中系数计算方法" . | 土木工程学报 58 . 2 (2025) : 50-62,85 . |
| APA | 陈康明 , 樊林杰 , 杨益伦 , 吴庆雄 , 罗健平 , 缪承谕 . 钢管混凝土 KK型节点应力集中系数计算方法 . | 土木工程学报 , 2025 , 58 (2) , 50-62,85 . |
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Abstract ：
针对现有模型试验无法有效模拟吊杆瞬间断裂问题,提出吊杆瞬间失效模拟装置应具备的基本条件,并基于电磁原理和杠杆原理研发出一种吊杆瞬时失效触发装置.该触发装置主要包括一个钢制夹具和两个楔形连接块.推导吊杆瞬时失效触发装置磁吸力计算方法,得到适用于下承式钢管混凝土拱桥吊杆断裂大比例缩尺模型试验的吊杆瞬时失效触发装置的合理尺寸,并通过拉伸试验和模型试验验证触发装置的有效性.试验结果表明:吊杆瞬时失效触发装置的断索时间均小于0.1 s,可满足吊杆瞬间失效的要求.模型试验与有限元方法得到的断索过程动力响应基本一致,说明该吊杆瞬时失效触发装置可行、有效.
Keyword ：
吊杆瞬时失效 吊杆瞬时失效 拉伸试验 拉伸试验 杠杆原理 杠杆原理 电磁原理 电磁原理 触发控制 触发控制
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| GB/T 7714 | 王渠 , 魏小康 , 吴庆雄 et al. 基于电磁原理的吊杆瞬时失效触发控制方法与应用 [J]. | 福州大学学报（自然科学版） , 2025 , 53 (1) : 86-93 . |
| MLA | 王渠 et al. "基于电磁原理的吊杆瞬时失效触发控制方法与应用" . | 福州大学学报（自然科学版） 53 . 1 (2025) : 86-93 . |
| APA | 王渠 , 魏小康 , 吴庆雄 , 陈康明 , 杨戬 , 耿哲 et al. 基于电磁原理的吊杆瞬时失效触发控制方法与应用 . | 福州大学学报（自然科学版） , 2025 , 53 (1) , 86-93 . |
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To study the stress concentration factor (SCF) in the concrete-filled steel tubular K-joints with array-arranged internal stud (CFST KSA-joint), the CFST KSA-joints full-size specimen tests were carried out, the accuracy of the solid finite element (FE) nonlinear analysis method was validated, the mechanism of the effect of internal stud on the SCF of CFST KSA-joints were revealed, the theory of equivalent wall thickness was established, a simplified curved beam with equivalent spring support was proposed, and the wall thickness correction coefficient was derived, a CFST KSA-joint SCF calculation method with high accuracy was developed. The key study findings indicate that the deployment of array-arranged internal studs can effectively mitigates stress concentration in concrete-filled steel tubular K-joints (CFST K-joints), resulting in an 88.7 % reduction in SCF. Comparison of FE and test results showed a maximum deviation of only 6.30 % in displacement and 5.14 % in hotspot stress. Employing the CFST K-joints SCF calculation method to calculate the CFST KSA-joint SCF has an error of up to 42.3 %. Sensitivity analysis reveals that CFST KSA-joint chord wall thickness and inclined angle of the brace to the chord significantly influence SCF. Furthermore, a positive correlation was observed between stripping distance and hot-spot stress at the chord's tensile side. The SCF decreases with increasing stud diameter. Utilizing the equivalent wall thickness theory, the derived CFST KSA-joint SCF calculation method exhibits an error lower than 19.6 %, representing a 127 % improvement in accuracy compared to CFST K-joints SCF calculation methods that do not consider the stud.
Keyword ：
Array-arranged internal stud Array-arranged internal stud Calculation method Calculation method Concrete-filled steel tubular K -joints Concrete-filled steel tubular K -joints Equivalent wall thickness theory Equivalent wall thickness theory Stress concentration factor Stress concentration factor
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| GB/T 7714 | Wu, Qingxiong , Luo, Jianping , Chen, Kangming et al. The calculating method of SCF for CFST K-joints with array-arranged internal studs [J]. | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2025 , 226 . |
| MLA | Wu, Qingxiong et al. "The calculating method of SCF for CFST K-joints with array-arranged internal studs" . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH 226 (2025) . |
| APA | Wu, Qingxiong , Luo, Jianping , Chen, Kangming , Zheng, Qiaofeng . The calculating method of SCF for CFST K-joints with array-arranged internal studs . | JOURNAL OF CONSTRUCTIONAL STEEL RESEARCH , 2025 , 226 . |
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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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Abstract ：
Considering the distinct fatigue failure patterns exhibited by concrete-filled steel tubular (CFST) K-joints, this study introduces a novel design featuring internally positioned studs arranged in a circular configuration along the intersecting weld seam, referred to as the CFST KSC-joint. A comprehensive full-scale fatigue test was conducted on the CFST KSC-joint model, with its hot-spot stress distribution and fatigue failure mechanisms compared to those of CFST K-joints without studs (CFST-K) and with array-arranged studs (CFST-KSA). Further, finite element parameter analysis was employed to explore the influence of the circular arrangement and geometric parameters of the internal studs on hot-spot stress. Drawing upon the existing array-arranged stud configurations, an optimized circular arrangement of internal studs for CFST K-joints was proposed. Our findings reveal that the failure modes of CFST KSC-joints mirror those of CFST-K and CFST KSA-joints, involving stages of fatigue crack initiation, propagation, and ultimate failure. The circular arrangement of internal studs outperforms the array arrangement in reducing hot-spot stress and improving fatigue life, thereby enhancing the fatigue performance of the joint. Among the stud size parameters, an increase in stud diameter (phi) significantly improves the effectiveness of reducing hot-spot stress, whereas variations in stud length (h) have a minimal impact. The optimal arrangement of internal studs near the intersecting weld involves placing a single ring of studs along the length of the intersecting weld at positions 0 degrees, 22.5 degrees, 45 degrees, 90 degrees, 135 degrees, and 180 degrees.
Keyword ：
Concrete filled steel tubular K-joint Concrete filled steel tubular K-joint Fatigue life Fatigue life Fatigue performance experiment Fatigue performance experiment Hot-spot stress Hot-spot stress Stud Stud
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| GB/T 7714 | Chen, Kangming , Fan, Linjie , Wu, Qingxiong et al. Fatigue performance of concrete-filled steel tubular K-joints with circularly arranged internal studs [J]. | STRUCTURES , 2025 , 72 . |
| MLA | Chen, Kangming et al. "Fatigue performance of concrete-filled steel tubular K-joints with circularly arranged internal studs" . | STRUCTURES 72 (2025) . |
| APA | Chen, Kangming , Fan, Linjie , Wu, Qingxiong , Wang, Qu , Nakamura, Shozo . Fatigue performance of concrete-filled steel tubular K-joints with circularly arranged internal studs . | STRUCTURES , 2025 , 72 . |
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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 study the flexural behavior and the calculation method of composite continuous girders with concrete-filled steel tubular(CFST)truss chords,model tests and theoretical analysis were carried out. The strain distribution,deformation property,failure mode,flexural bearing capacity of both the positive and negative bending moment area of composite continuous girders with CFST truss chords were studied. The calculation method for the flexural bearing capacity for both the positive and negative bending moment area was also discussed. The brace and the joint in the positive and negative bending moment area of composite continuous girders with CFST truss chords has higher strength and stiffness,and it can make sure that the failure of the joint is not prior to that of the whole section. The strain changes linearly along the depth direction of the cross section,and it meets the plane-section assumption. The flexural bearing capacity failure mode of the positive and negative bending moment area are that the full cross section of the chord and the rebar used in the concrete bridge deck slab yield,respectively. The contributions of the web members to the flexural bearing capacity in the positive and negative bending moment area of composite continuous girders with CFST truss chords are 12.5% and 8.6%,respectively. The calculation method considering the contributions of the web members to the flexural bearing capacity for composite continuous girders with CFST truss chords is put forward. The deviation between the result acquired by the calculation method for the flexural bearing capacity above and that acquired by the test and finite element analysis is less than 8.1%. © 2024 Editorial Board of Jilin University. All rights reserved.
Keyword ：
bridge engineering bridge engineering calculation method calculation method composite continuous girders composite continuous girders concrete-filled steel tubular truss chords concrete-filled steel tubular truss chords flexural behavior flexural behavior model test model test theoretical analysis theoretical analysis
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| GB/T 7714 | Huang, H.-H. , Chen, K.-M. , Wu, Q.-X. . Flexural behavior of composite continuous girders with concrete-filled steel tubular truss chords; [钢 管 混 凝 土 桁 式 弦 杆 组 合 连 续 梁 抗 弯 性 能] [J]. | Journal of Jilin University (Engineering and Technology Edition) , 2024 , 54 (6) : 1665-1676 . |
| MLA | Huang, H.-H. et al. "Flexural behavior of composite continuous girders with concrete-filled steel tubular truss chords; [钢 管 混 凝 土 桁 式 弦 杆 组 合 连 续 梁 抗 弯 性 能]" . | Journal of Jilin University (Engineering and Technology Edition) 54 . 6 (2024) : 1665-1676 . |
| APA | Huang, H.-H. , Chen, K.-M. , Wu, Q.-X. . Flexural behavior of composite continuous girders with concrete-filled steel tubular truss chords; [钢 管 混 凝 土 桁 式 弦 杆 组 合 连 续 梁 抗 弯 性 能] . | Journal of Jilin University (Engineering and Technology Edition) , 2024 , 54 (6) , 1665-1676 . |
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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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Abstract ：
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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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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