Fatigue performance experiment of concrete-filled steel tubular-KK joint

被引：0
|
作者：
Wu Q.-X. [1 ,2 ]
Luo J.-P. [1 ]
Yang Y.-L. [1 ]
Chen K.-M. [1 ,3 ]
Miao C.-Y. [1 ]
Shozo N. [4 ]
机构：
[1] College of Civil Engineering, Fuzhou University, Fujian, Fuzhou
[2] Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fujian, Fuzhou
[3] Key Laboratory of Fujian Universities for Engineering Structures, Fuzhou University, Fujian, Fuzhou
[4] School of Engineering, Nagasaki University, Nagasaki, Nagasaki
来源：
Jiaotong Yunshu Gongcheng Xuebao/Journal of Traffic and Transportation Engineering | 2024年 / 24卷 / 01期
关键词：
bridge engineering; concrete-filled steel tubular-KK joint; fatigue life; fatigue performance experiment; hot spot stress; stress concentration factor;
D O I：
10.19818/j.cnki.1671-1637.2024.01.006
中图分类号：
学科分类号：
摘要：
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.
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页码：100 / 116
页数：16
相关论文
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