高强螺栓止裂法提升钢管K型节点抗疲劳性能研究

陈康明; 樊林杰; 吴庆雄; 罗健平

doi:10.19818/j.cnki.1671-1637.2026.039

高强螺栓止裂法提升钢管K型节点抗疲劳性能研究

doi: 10.19818/j.cnki.1671-1637.2026.039

陈康明^{1, 2,},
樊林杰¹,
吴庆雄^{1, 3, ,},
罗健平¹

1.
福州大学土木工程学院, 福建福州 350116
2.
福州大学福建省高校工程结构重点实验室，福建福州 350116
3.
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

基金项目:

国家自然科学基金项目 52578183

国家自然科学基金项目 52078137

详细信息

作者简介:
陈康明（1985-），男，福建霞浦人，研究员，博士生导师，工学博士，E-mail：chen-kang-ming@163.com

通讯作者:
吴庆雄（1973-），男，福建南靖人，研究员，博士生导师，工学博士，E-mail：wuqingx@fzu.edu.cn

中图分类号: U441.4
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- 被引次数: 0
出版历程
- 收稿日期: 2025-05-12
- 录用日期: 2025-09-26
- 修回日期: 2025-09-01
- 刊出日期: 2026-05-28

Research on improving the fatigue resistant performance of circular hollow section K-joint by high-strength bolt stop-hole method

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

Funds:

National Natural Science Foundation of China 52578183

National Natural Science Foundation of China 52078137

More Information

Corresponding author: WU Qing-xiong, research fellow, PhD, E-mail: wuqingx@fzu.edu.cn

Article Text (Baidu Translation)

摘要

摘要:
为研究高强螺栓止裂法提升钢管K型节点抗疲劳性能的效果，结合钢管K型节点模型试验和MSC.MARC与MSC.Fatigue有限元联合仿真，揭示了高强螺栓止裂法提升钢管K型节点的热点应力分布和疲劳演化过程，提出了高强螺栓止裂法提升钢管K型节点的应力集中缓解系数计算方法和疲劳寿命预测公式，采用S-N曲线评价了高强螺栓止裂法提升钢管K型节点抗疲劳性能的效果。研究结果表明：钻孔止裂法和高强螺栓止裂法提升钢管K型节点疲劳演化过程可划分为裂纹萌生、裂纹扩展、钻孔止裂/高强螺栓止裂、裂纹二次萌生、裂纹二次扩展、试件破坏6个阶段；有限元联合仿真模拟高强螺栓止裂法提升钢管K型节点抗疲劳性能的最大误差仅为11.9%；高强螺栓止裂法提升钢管K型节点的应力集中缓解系数计算公式和疲劳寿命预测公式与试验或有限元模拟结果的最大偏差分别为17.8%和19.7%；钻孔止裂法提升钢管K型节点的疲劳强度低于API规范建议值的58.9%，仅可作为临时加固措施使用，而高强螺栓止裂法提升钢管K型节点的疲劳强度高于API规范建议值的16.0%~34.4%，可以作为一种长期加固措施使用。
- 桥梁工程 /
- 高强螺栓止裂法 /
- 疲劳试验 /
- 钢管K型节点 /
- 应力集中缓解系数 /
- 疲劳寿命预测
Abstract:
This paper aims to investigate the effect of the high-strength bolt crack arresting method on improving fatigue resistance performance of steel tubular K-joints. Both model tests and combined finite element simulations by adopting MSC.MARC and MSC.Fatigue were carried out, and the hot-spot stress distribution and fatigue evolution process of steel tubular K-joints improved by the high-strength bolt crack arresting method were revealed. Additionally, a calculation method for the stress concentration relief factor and a fatigue life prediction formula for steel tubular K-joints improved by the high-strength bolt crack arresting method were proposed. Finally, the effectiveness of the high-strength bolt crack arresting method in improving the fatigue resistance performance of steel tubular K-joints was evaluated by utilizing S-N curves. The results indicate that the fatigue evolution process of K-joints improved by the drilling crack arresting method and high-strength bolt crack arresting method can be divided into six stages, including crack initiation, crack propagation, drilling crack arresting/high-strength bolt crack arresting, secondary crack initiation, secondary crack propagation, and specimen failure. The combined finite element simulations of steel tubular K-joints improved by the high-strength bolt crack arresting method demonstrate a maximum error of only 11.9%. For steel tubular K-joints improved by the high-strength bolt crack arresting method, the calculation formula for the stress concentration relief factor and fatigue life prediction formula exhibit maximum deviations of 17.8% and 19.7% respectively compared with experimental or finite element simulation results. The fatigue strength of steel tubular K-joints improved by the drilling crack arresting method is 58.9% lower than the API standard recommended value, and thus this method can only be employed as a temporary reinforcement measure. In contrast, the fatigue strength of steel tubular K-joints improved by the high-strength bolt crack arresting method exceeds the API recommended value by 16.0%-34.4%, making this method suitable for long-term reinforcement.
- bridge engineering /
- high-strength bolt stop-hole method /
- fatigue test /
- circular hollow section K-joint /
- stress concentration relief coefficient /
- fatigue life prediction

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图 1 钢管K型节点试验模型布置（单位：mm）

Figure 1. Layout of CHS-K joints specimen (unit: mm)

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图 2 钢管K型节点抗疲劳性能试验

Figure 2. Fatigue resistance tests of CHS-K joints

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图 3 高强螺栓止裂法实施步骤

Figure 3. Implementation steps of high-strength bolt stop-hole method

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图 4 应变测点布置

Figure 4. Layout of strain measurement points

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图 5 疲劳裂纹检测方法

Figure 5. Fatigue crack detection method

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图 6 相贯焊缝模拟参数示意

Figure 6. Schematic diagram of simulation parameters for intersecting welds

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图 7 高强螺栓止裂法提升钢管K型节点有限元模型

Figure 7. FE model of CHS-K joint repaired with high-strength bolt stop-hole method

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图 8 MSC.Fatigue疲劳裂纹分析相关设置

Figure 8. Analysis settings of MSC.Fatigue crack

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图 9 不同试件热点应力分布

Figure 9. Hot-spot stress distribution of different specimens

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图 10 等效疲劳裂纹长度（单位：mm）

Figure 10. Fatigue crack equivalent length (unit: mm)

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图 11 疲劳裂缝扩展历程

Figure 11. Fatigue crack extension history

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图 12 疲劳裂纹照片（单位：mm）

Figure 12. Fatigue crack photos (unit: mm)

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图 13 试验与有限元值对比

Figure 13. Comparison between experimental and FE values

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图 14 不同阶段应力云图

Figure 14. Stress cloud maps at different stages

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图 15 CHS-K型节点孔边应力对比

Figure 15. Comparison of stresses at the edge of stop hole for CHS-K joint

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图 16 γ与D_k和T的关系

Figure 16. Relationship between γ and D_k, T

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图 17 不同轴力作用下γ与D_k/T的关系

Figure 17. Relationship between γ and D_k/T under different axial forces

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图 18 β与F/F_s的关系

Figure 18. Relationship between β and F/F_s

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图 19 γ计算方法精度分析

Figure 19. Accuracy analysis of γ calculation method

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图 20 预测公式对比

Figure 20. Comparison between predicted formulas

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图 21 钢管K型节点疲劳寿命对比

Figure 21. Comparison of fatigue lives of CHS-K joints

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表 1 钢管K型节点抗疲劳试验模型参数

Table 1. Parameters of fatigue test model for CHS-K joints

试件编号	是否设置预制缺口	是否开展钻孔止裂	是否施拧高强螺栓
CHS-K-R	否	否	否
CHS-K-1	是	是	否
CHS-K-2	是	是	是

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表 2 相贯焊缝模拟参数取值

Table 2. Simulated parameter values for intersecting welds

θ/（°）	h_e	h_y/mm
35~45	≥1.50t	3.2~6.4
45~50	≥1.50t	1.6~4.8

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表 3 Q345级钢断裂性能参数

Table 3. Fracture performance parameters of Q345 steel

设置参数	值	设置参数	值
强度极限/MPa	410	Paris准则系数	3
屈服强度/MPa	345	Paris准则指数	3.02×10^-12
弹性模量/GPa	206	理想裂纹尖端的ΔK门槛值（r=0）/（MPa·m^1/2）	8
断裂韧性/（MPa·m^1/2）	100.9	非理想裂纹尖端的ΔK门槛值（r→0）/（MPa·m^1/2）	2

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表 4 不同裂纹长度对应加载次数和裂纹尖端应力

Table 4. Different crack lengths correspond to loading times and crack tip stress

编号	裂纹长度/mm	疲劳次数/万次	裂纹尖端应力/MPa
CHS-K-R	7.0	56.7	205.7
	14.4	60.3	199.8
	33.0	63.7	193.1
	48.0	65.0	188.5
	87.0	67.0	177.3
	118.0	67.9	169.4
CHS-K-1	20.5	57.8	215.3
	33.7	61.5	203.5
	45.7	61.5	178.4
	50.8	85.4	173.1
	73.1	93.1	168.6
	102.4	95.6	161.2
CHS-K-2	20.3	52.5	217.6
	32.5	60.5	206.7
	40.8	65.3	198.6
	52.8	65.3	143.9
	61.0	178.1	138.9
	84.0	182.3	136.5
	107.8	184.3	135.6

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表 5 单边螺栓力学性能对比

Table 5. Mechanical properties of one-side bolts

单边螺栓名称	单边螺栓力学性能比值
单边螺栓名称	抗拉承载力	抗剪承载力	预紧力
HSBB^[32]	0.95	0.78	1.04
Ultra-twist^[33]	0.90	1.03	1.10
SHSOB-PRO^[34]	1.00	2.47	1.12
SCBB^[35]	1.16		1.11
注：单边螺栓力学性能对比时，抗拉承载力和抗剪承载力与高强度螺栓的承载力标准值相除，预紧力和高强度螺栓的预紧力设计值相除。

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