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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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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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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 ：
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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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 ：
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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The concrete-filled steel tubular (CFST) arch bridges with circular tube ribs usually adopt the sparsely arranged transverse braces, which have a large shear deformation in the out-of-plane instability, it is not suitable to use the existing calculation method based on the assumption that shear deformation is not considered. Taking the lattice columns with sparsely battened plates as the research object, the calculation formula of elastic stability bearing capacity of lattice columns considering the shear deformation is derived. Based on the calculation formula of elastic stability bearing capacity of lattice column and by employing the equivalent beam-column method, the calculation formula of out-of-plane elastic stability bearing capacity considering shear deformation for CFST arch bridge with circular tube ribs is proposed. The parameter analysis on the standard CFST arch bridges with circular tube ribs are carried out by finite element(FE) method, the results are compared with the calculation results according to formulas considering and without considering shear deformations, and formulas recommended by the existing codes and references. The results of research show that in the scope of structure dimensions commonly used in engineering, the results obtained by recommended formulas in existing codes and references are one order of magnitude smaller than those obtained by finite element method, they are not suitable for the calculation of out-of-plane elastic stability bearing capacity of CFST arch bridge with circular tube ribs. The error between FE analysis and proposed calculation formula of out-of-plane elastic stability bearing capacity considering shear deformation for CFST arch bridge is within 15%, which has a large precision improvement and good applicability. © 2024 Editorial Board of Jilin University. All rights reserved.
Keyword ：
Arch bridges Arch bridges Arches Arches Columns (structural) Columns (structural) Concrete bridges Concrete bridges Shear deformation Shear deformation Steel bridges Steel bridges Tubular steel structures Tubular steel structures
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| GB/T 7714 | Huang, Qing-Wei , Wu, Qing-Xiong , Chen, Bao-Chun et al. Calculation method of out-of-plane elastic stability bearing capacity for concrete-filled steel tubular arch bridges with circular tube ribs [J]. | Journal of Jilin University (Engineering and Technology Edition) , 2024 , 54 (10) : 2930-2940 . |
| MLA | Huang, Qing-Wei et al. "Calculation method of out-of-plane elastic stability bearing capacity for concrete-filled steel tubular arch bridges with circular tube ribs" . | Journal of Jilin University (Engineering and Technology Edition) 54 . 10 (2024) : 2930-2940 . |
| APA | Huang, Qing-Wei , Wu, Qing-Xiong , Chen, Bao-Chun , Chen, Kang-Ming , Ye, Zhi-Wei . Calculation method of out-of-plane elastic stability bearing capacity for concrete-filled steel tubular arch bridges with circular tube ribs . | Journal of Jilin University (Engineering and Technology Edition) , 2024 , 54 (10) , 2930-2940 . |
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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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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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