钢管混凝土桁肋内栓钉K型节点应力集中特性

刘君平; 杨倩; 刘华龙; 杨意图; 陈宝春

doi:10.19818/j.cnki.1671-1637.2024.06.007

钢管混凝土桁肋内栓钉K型节点应力集中特性

doi: 10.19818/j.cnki.1671-1637.2024.06.007

1.
福州大学土木工程学院，福建福州 350116
2.
中交第二航务工程局有限公司，湖北武汉 430014

基金项目:

国家自然科学基金项目 52078136

详细信息

作者简介:
刘君平(1977-)，男，江西安福人，福州大学研究员，工学博士，从事钢-混凝土组合结构桥梁及拱桥结构研究

中图分类号: U441.5
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出版历程
- 收稿日期: 2024-06-19
- 刊出日期: 2024-12-25

Stress concentration characteristics of concrete-filled steel tubular truss-rib K-joint with inner studs

1.
College of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China
2.
CCCC second Harbor Engineering Co., Ltd., Wuhan 430014, Hubei, China

Funds:

National Natural Science Foundation of China 52078136

More Information

Author Bio:
LIU Jun-ping(1977-), male, professor, PhD, liujunping@fzu.edu.cn

摘要

摘要: 为深入研究设置内栓钉对钢管混凝土桁肋K型节点应力分布的影响，开展应力集中特性试验，对比测试了不设置内栓钉的节点热点应力及应力集中系数；建立内栓钉节点的精细有限元模型，分析了内栓钉布置形式和几何尺寸对应力集中系数的影响；基于试验和有限元参数分析结果，提出了内栓钉的建议布置形式以及节点应力集中系数计算方法。研究结果表明：内栓钉没有改变节点的热点应力分布规律，最大应力集中系数均出现在受拉相贯区域主管侧冠点处，但节点的应力集中程度被有效减小；与不设置内栓钉节点相比，设置内栓钉节点的热点应力最大值降低了17.38%；受拉相贯焊缝区域主管侧、相应支管侧的整体应力集中系数分别平均减小了24.20%和12.30%，主管环向截面应力降低16.2%；内栓钉对受压相贯焊缝区域的应力分布和应力集中程度的影响很小，在7%以内；应力集中系数受内栓钉环向排列角度和轴向排列间距的影响较大，受内栓钉几何尺寸的影响较小；建议内栓钉布置在主管轴向距节点中心至截面两侧各约支管直径的2.7倍范围内，环向布设在连接支管侧的圆心角[-60°, 60°]内，且相邻内栓钉间距不小于内栓钉直径的6倍但不超过400 mm；引入内栓钉轴向排列影响系数及环向排列影响系数的应力集中系数计算公式具有较高计算精度，可用于评估钢管混凝土桁肋内栓钉K型节点的疲劳性能。
- 桥梁工程 /
- 钢管混凝土拱桥 /
- 节点 /
- 内栓钉 /
- 应力集中系数 /
- 计算公式
Abstract: To further study the influence of setting inner studs on the stress distribution of concrete-filled steel tubular truss-rib K-joints, a test on the stress concentration characteristics was conducted. The hot spot stress and stress concentration factor of joints without inner studs were compared and tested. The fine finite element models of the joints with inner studs were established. The influences of the arrangement and geometric dimensions of inner studs on the stress concentration factor were analyzed. Based on the results of the test and the finite element parameter analysis, the recommended layout of the inner stud and the calculation method of the stress concentration factor of the joints were proposed. Research results show that the hot spot stress distribution of the joints is not changed with the inner studs, and the maximum stress concentration factor is found at the crown point of the main tube in the tensile weld area, but the stress concentration degree of the joints effectively reduces. Compared with the joint without inner studs, the maximum hot spot stress of the joint with inner studs reduces by 17.38%. The overall stress concentration factors of the main tube side and the corresponding branch tube side in the tensile weld area decrease by 24.20% and 12.30% on average, respectively, and the circumferential section stress of the main tube decreases by 16.2%. The influence of inner studs on the stress distribution and stress concentration in the compressive weld area is so slight to be within 7%. The stress concentration factors are affected greatly by the circumferential arrangement angle and the axial arrangement spacing of inner studs but less by the geometrical dimension of inner studs. The inner studs are suggested to be arranged within the range of approximately 2.7 times the diameter of the branch tube from the center of the joint to each side section in the axial direction of the main tube. The circumferential arrangement is within the range of [-60°, 60°] of the central angle of connecting branch tube side. At the same time, the interval between adjacent studs should not be less than 6 times the diameter of the inner stud but not more than 400 mm. The calculation formula of the stress concentration factor introduced by the influence coefficient of axial arrangement and circumferential arrangement of inner studs can be used in evaluating the fatigue performance of concrete-filled steel tubular truss-rib K-joints with inner studs with high calculation accuracy.
- bridge engineering /
- CFST arch bridges /
- joint /
- inner stud /
- stress concentration factor /
- computing equation

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图 1 试件节点构造

Figure 1. Joints structure of specimens

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图 2 CFST-KS内栓钉的布置(单位：mm)

Figure 2. Inner stud arrangement of CFST-KS (unit: mm)

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图 3 试验加载装置

Figure 3. Loading device of test

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图 4 热点应力测点布置

Figure 4. Measuring points arrangement of hot spot stress

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图 5 名义应力与主管环向截面应力测点布置

Figure 5. Measuring points arrangement of nominal stress and circumferential stress of main tube section

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图 6 试件的热点应力分布

Figure 6. Hot spot stress distribution of specimens

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图 7 相贯区域应力集中系数分布

Figure 7. Distributions of stress concentration factors in intersecting zones

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图 8 主管环向截面应力分布

Figure 8. Circumferential stress distribution of main tube

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图 9 有限元模型

Figure 9. Finite element model

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图 10 细部构造分区与焊缝模型

Figure 10. Detailed structural partition and weld model

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图 11 荷载-轴向位移曲线对比

Figure 11. Comparison of loading-axial displacement curves

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图 12 SCF模拟值与实测值对比

Figure 12. Comparison of simulation and test results of SCF

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图 13 影响参数

Figure 13. Influence parameters

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图 14 内栓钉环向布置方式对SCF的影响

Figure 14. Influence of circumferential layout of inner studs on SCFs

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图 15 内栓钉轴向布置方式对SCF的影响

Figure 15. Influence of axial layout of inner studs on SCFs

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图 16 内栓钉几何尺寸对SCF的影响

Figure 16. Influence of dimension of inner studs on SCFs

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图 17 内栓钉布置建议

Figure 17. Layout suggestions for inner studs

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图 18 应力集中系数计算公式适用性分析

Figure 18. Applicability analysis of calculation formulas of stress concentration factors

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图 19 影响系数计算公式拟合

Figure 19. Fitting of influence coefficient calculation formulas

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图 20 应力集中系数计算公式精度分析

Figure 20. Precision analysis of calculation formulas for stress concentration factors

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表 1 试件参数

Table 1. Parameters of specimens

试件编号	主管尺寸/mm			支管尺寸/mm			是否设置内栓钉
试件编号	D	T	L	d	t	l	是否设置内栓钉
CFST-K	325	8	2 000	168	8	1 020	否
CFST-KS	325	8	2 000	168	8	1 020	是

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表 2 钢材力学性能

Table 2. Mechanical properties of steels

钢材名称	壁厚/mm	屈服强度/MPa	极限强度/MPa	弹性模量/GPa
主管	8	387.5	559.8	203
支管	8	372.6	541.9	204
内栓钉	13	349.1	486.4	204

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表 3 名义应力计算结果和实测结果

Table 3. Calculated and measured results of nominal stress MPa

试件	名义应力计算结果			实测结果
试件	σ_C	σ_T	σ_Z	σ_C	σ_T	σ_Z
CFST-K	-74.6	74.6	-53.3	-72.4	72.0	-51.0
CFST-KS	-74.6	74.6	-53.3	-71.5	71.9	-50.5

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