钢管混凝土KK型节点疲劳性能试验

吴庆雄; 罗健平; 杨益伦; 陈康明; 缪承谕; 中村聖三

doi:10.19818/j.cnki.1671-1637.2024.01.006

钢管混凝土KK型节点疲劳性能试验

doi: 10.19818/j.cnki.1671-1637.2024.01.006

吴庆雄^{1, 2,},
罗健平¹,
杨益伦¹,
陈康明^{1, 3, ,},
缪承谕¹,
中村聖三⁴

1.
福州大学土木工程学院，福建福州 350116
2.
福州大学福建省土木工程多灾害防治重点实验室，福建福州 350116
3.
福州大学福建省高校工程结构重点实验室，福建福州 350116
4.
长崎大学工学部，长崎长崎 852-8521

基金项目:

国家自然科学基金项目 52078137

国家自然科学基金项目 51678154

详细信息

作者简介:
吴庆雄(1973-)，男，福建南靖人，福州大学研究员，工学博士，从事组合桥梁与结构工程研究

通讯作者:
陈康明(1985-)，男，福建霞浦人，福州大学研究员，工学博士

中图分类号: U441.4
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- 被引次数: 0
出版历程
- 收稿日期: 2023-09-11
- 网络出版日期: 2024-03-13
- 刊出日期: 2024-02-25

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

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
2.
Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
3.
Key Laboratory of Fujian Universities for Engineering Structures, Fuzhou University, Fuzhou 350116, Fujian, China
4.
School of Engineering, Nagasaki University, Nagasaki 852-8521, Nagasaki, Japan

Funds:

National Natural Science Foundation of China 52078137

National Natural Science Foundation of China 51678154

More Information

Author Bio:
WU Qing-xiong(1973-), male, professor, PhD, wuqingx@fzu.edu.cn

CHEN Kang-ming(1985-), male, professor, PhD, chen-kang-ming@163.com

摘要

摘要:
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。
- 桥梁工程 /
- 钢管混凝土KK型节点 /
- 疲劳性能试验 /
- 热点应力 /
- 应力集中系数 /
- 疲劳寿命
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.
- bridge engineering /
- concrete-filled steel tubular-KK joint /
- fatigue performance experiment /
- hot spot stress /
- stress concentration factor /
- fatigue life

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图 1 CFST-K型节点模型(单位：mm)

Figure 1. Model of CFST-K joint (unit: mm)

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图 2 CFST-KK型节点模型(单位：mm)

Figure 2. Model of CFST-KK joint (unit: mm)

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图 3 CFST-KK型节点试验加载整体布置

Figure 3. Overall arrangement of CFST-KK joint test loading

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图 4 应变与位移测点布置

Figure 4. Measurement points arrangement of strain and displacement

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图 5 材性试验

Figure 5. Material properties test

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图 6 FST-KK型节点实体有限元模型

Figure 6. Solid finite element model of CFST-KK joint

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图 7 主管轴向荷载-位移曲线

Figure 7. Axial load-displacement curves of chord

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图 8 CFST-KK型节点受拉侧主支管测点应变

Figure 8. Strains of measurement points of chord and brace on tension side of CFST-KK joint

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图 9 CFST-KK型节点热点应力外推方法

Figure 9. Extrapolation method of hot spot stresses of CFST-KK joint

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图 10 受拉支管相贯焊缝主管侧热点应力对比

Figure 10. Comparison of hot spot stresses on chord side of intersecting weld of tension brace

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图 11 名义应力分解

Figure 11. Nominal stress decomposition

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图 12 不同工况下CFST-KK型节点简图与边界条件

Figure 12. Schematics and boundary conditions of CFST-KK joint under different working conditions

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图 13 不同工况下CFST-KK型节点热点应力

Figure 13. Hot spot stresses of CFST-KK joints under different working conditions

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图 14 受拉支管加载次数-应变曲线

Figure 14. Loading times-strain curves of tension branch

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图 15 反复加载次数-动应变曲线

Figure 15. Repeated loading times-dynamic strain curves

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图 16 无损检测

Figure 16. Nondestructive testing

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图 17 疲劳裂纹发展

Figure 17. Development of fatigue crack

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图 18 CFST-KK型节点疲劳裂纹

Figure 18. Fatigue crack of CFST-KK joint

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图 19 CFST-KK与CFST-K型节点疲劳裂缝扩展过程对比

Figure 19. Comparison of fatigue crack propagation processes between CFST-KK and CFST-K joints

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图 20 CFST-KK与CFST-K型节点应力集中系数对比

Figure 20. Comparison of stress concentration factors between CFST-KK and CFST-K joints

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图 21 应力集中机理分析

Figure 21. Analysis on stress concentration mechanism

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图 22 KK型节点相贯区域变形

Figure 22. Deformations in intersectional region of KK joints

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图 23 θ_p对CFST-KK型节点热点应力与SCF的影响

Figure 23. Effects of θ_p on hot spot stresses and SCFs of CFST-KK joint

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图 24 疲劳设计S-N曲线

Figure 24. Fatigue design S-N curves

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表 1 钢材材性试验结果

Table 1. Test results of steel material properties

钢材类型	弹性模量/GPa	屈服强度/MPa	极限强度/MPa	泊松比
主管	205	368	512	0.3
支管	206	361	501	0.3

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表 2 混凝土材性试验结果

Table 2. Test results of concrete material properties

混凝土标号	立方体抗压强度/MPa	棱柱体抗压强度/MPa	弹性模量/ GPa
C40	42.8	38.1	34.5

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表 3 试验模型疲劳寿命与计算值对比

Table 3. Comparison of fatigue life between test model and calculated values

节点类型	出处	预测寿命/10⁴	实测寿命/10⁴	误差百分比绝对值/%
钢管	CIDECT	140.87	94.00	49.86
	API	30.95		67.07
	DNV	67.00		28.72
钢管混凝土	文献[1]	48.83		48.05
	文献[24]	91.05		3.14
	文献[25]	118.96		26.55
	文献[26]	101.92		8.43

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