钢混组合梁可拆卸双螺栓连接件抗剪性能试验

陈澳; 杨飞; 杨晓松; 武芳文

doi:10.19818/j.cnki.1671-1637.2026.046

钢混组合梁可拆卸双螺栓连接件抗剪性能试验

doi: 10.19818/j.cnki.1671-1637.2026.046

陈澳^1,,
杨飞^2, ,,
杨晓松²,
武芳文¹

1.
长安大学公路学院, 陕西西安 710018
2.
长安大学建筑工程学院, 陕西西安 710018

基金项目:

国家自然科学基金青年科学基金项目 52208144

长安大学青年学者学科交叉团队建设项目 300104240926

详细信息

作者简介:
陈澳（1999-），男，安徽怀宁人，工学博士研究生，E-mail：a.chen@chd.edu.cn

通讯作者:
杨飞（1989-），男，陕西临潼人，副教授，工学博士，E-mail：f.yang@chd.edu.cn

中图分类号: U448.21
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- 文章访问数: 57
- HTML全文浏览量: 34
- PDF下载量: 24
- 被引次数: 0
出版历程
- 收稿日期: 2025-04-30
- 录用日期: 2025-09-26
- 修回日期: 2025-08-31
- 刊出日期: 2026-05-28

Shear performance test on demountable double-bolt connectors for steel-concrete composite beams

1.
School of Highway, Chang'an University, Xi'an 710018, Shaanxi, China
2.
School of Civil Engineering, Chang'an University, Xi'an 710018, Shaanxi, China

Funds:

National Natural Science Foundation of China Young Scientists Fund 52208144

Interdisciplinary Team Building Project for Young Scholars at Chang'an University 300104240926

More Information

Corresponding author: YANG Fei, associate professor, PhD, E-mail: f.yang@chd.edu.cn

Article Text (Baidu Translation)

摘要

摘要:
为提升钢混组合结构中双螺栓连接件的力学性能，对现有双螺栓连接件构造进行了优化；设计制作了M16、M20、M24三种直径双螺栓连接件的抗剪推出试件，其类型包括原型试件与优化后试件；在此基础上，开展了抗剪推出性能试验，并结合实测的连接件剪力-相对滑移曲线及破坏模态，系统评估了优化后双螺栓连接件的抗剪承载力、峰值滑移、抗剪刚度等力学性能。试验结果表明：所有推出试件的最终破坏模态均表现为螺栓杆发生剪切断裂，断裂面呈典型脆性断口特征；优化后双螺栓连接件下侧混凝土仅有微小裂缝、无压溃剥落现象；相较于原双螺栓连接件，优化后双螺栓连接件的抗剪承载力提升约30%，峰值滑移提升约70%，平均抗剪刚度降低约65%；优化后双螺栓连接件在短螺栓与连接套筒之间增设钢垫板，使受剪面位于短螺栓杆的无螺纹段，增大其有效抗剪面积，从而增大连接件的抗剪承载力；钢垫板的加入使短螺栓杆在受剪过程中发生较大弯曲变形，显著提升连接件的延性，但也导致了连接件的抗剪刚度有所降低。提出的抗剪承载力及抗剪刚度计算方法可为双螺栓连接件在钢混组合结构中的应用提供理论参考。
- 桥梁工程 /
- 钢混螺栓连接 /
- 推出试验 /
- 抗剪性能 /
- 抗剪刚度 /
- 可拆卸连接
Abstract:
To enhance the mechanical performance of double-bolt connectors in steel-concrete composite structures, optimization was performed on the configuration of existing double-bolt connectors. Push-out specimens of double-bolt connectors with diameters of M16, M20, and M24 were designed and fabricated, including both original specimens and optimized specimens. Push-out tests were then conducted. Based on the measured shear force-relative slip curves and failure modes of connectors, the shear capacity, peak slip, and shear stiffness of the optimized double-bolt connectors were systematically evaluated. Experimental results show that the final failure mode of all push-out specimens is shear fracture of the bolt shanks, and the fracture surfaces exhibit typical brittle fracture features. For the optimized double-bolt connectors, only slight cracking occurs in the concrete at the lower side, and no crushing or spalling is observed. Compared with those of the original double-bolt connectors, the shear capacity of the optimized double-bolt connectors increases by approximately 30%, and the peak slip increases by approximately 70%, while the average shear stiffness decreases by approximately 65%. In the optimized double-bolt connectors, a steel cushion plate was added between the short bolt and the sleeve, so that the shear plane was located in the unthreaded region of the short bolt shank. This increases the effective shear area and therefore improves the shear capacity of the connectors. The introduction of the steel cushion plate causes a large bending deformation of the short bolt shank during shear loading, which markedly enhances the ductility of the connectors but also leads to a reduction in their shear stiffness. The proposed calculation methods for the shear capacity and shear stiffness can provide theoretical reference for the application of double-bolt connectors in steel-concrete composite structures.
- bridge engineering /
- steel-concrete bolt connection /
- push-out test /
- shear performance /
- shear stiffness /
- demountable connection

HTML全文

图 1 双螺栓连接件构造形式

Figure 1. Structural configurations of double-bolt connector

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图 2 推出试件尺寸及构造（单位：mm）

Figure 2. Dimensions and configurations of push-out specimens (unit: mm)

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图 3 双螺栓连接件安装过程

Figure 3. Installation process of double-bolt connector

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图 4 推出试验加载方案及布置

Figure 4. Loading scheme and setup for push-out test

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图 5 推出试验剪力-相对滑移曲线

Figure 5. Shear force-relative slip curves of push-out tests

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图 6 M20和M24试件破坏形态示意

Figure 6. Schematic of failure modes of M20 and M24 specimens

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图 7 双螺栓连接件抗剪承载力

Figure 7. Shear capacity of double-bolt connectors

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图 8 M20-N-O试件螺栓断裂位置

Figure 8. Bolt fracture locations of M20-N-O specimens

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图 9 双螺栓连接件峰值滑移

Figure 9. Peak slip of double-bolt connectors

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图 10 双螺栓连接件抗剪刚度

Figure 10. Shear stiffness of double-bolt connectors

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图 11 螺栓抗剪承载力预测值与试验值比值

Figure 11. Ratio of the predicted to experimental bolt shear capacity

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图 12 短螺栓剪切变形

Figure 12. Shear deformation of the short bolt

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表 1 推出试验分组

Table 1. Grouping of push-out tests

试件编号	螺栓直径/mm	垫板	预紧力	预紧力量值/kN
M16-P-T	16	有	有	100
M20-P-T	20	有	有	155
M20-P-O		有	无
M20-N-T		无	有	155
M20-N-O		无	无
M24-P-T	24	有	有	225
M24-P-O		有	无
M24-N-T		无	有	225
M24-N-O		无	无

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表 2 钢混组合梁可拆卸螺栓连接件抗剪承载力比较

Table 2. Comparison of the shear bearing capacity of demountable bolt connectors for steel-concrete composite beams

来源	试件编号	螺栓直径/mm	螺栓等级	试验值Q_t/kN	预测值Q_p/kN	Q_p/Q_t
本文	M16-P-T	16	10.9级	168.6	160.8	0.95
	M20-P-O	20		268.2	251.2	1.07
	M20-P-T			259.5	251.2	1.03
	M20-N-O			221.8	188.4	1.18
	M20-N-T			205.0	188.4	1.09
	M24-P-O	24		382.7	361.7	1.06
	M24-P-T			376.8	361.7	1.04
	M24-N-O			280.2	271.3	1.03
	M24-N-T			276.9	271.3	1.02
文献[9]	DBLNB-05ST	22	ASTM A193 B7	195.0	196.1	0.99
	DBLNB-06ST			176.0		0.90
	DBLNB-07ST			180.0		0.92
	HTFGB-05ST		ASTM A325	246.0	252.3	0.98
	HTFGB-06ST		ASTM A325	225.0	252.3	0.89
	HASAA-05ST		ASTM A193 B7	165.0	196.1	0.84
	HASAA-06ST			154.0		0.79
	HASAA-07ST			164.0		0.84
文献[16]	BT1	16	8.8级	90.1	96.5	0.93
	BT2			87.8		0.91
	BT3			87.9		0.91
	BT4			92.7		0.96
文献[18]	BT7-1	16	8.8级	100.7	102.5	0.98
	BT7-2			104.1		1.00
	BT7-3			100.0		0.98
	BT8-1		10.9级	109.3	129.0	0.85
	BT8-2			109.2		0.85
	BT8-3			105.1		0.82
文献[21]	TIBC12-1	12	8.8级	45.9	58.4	0.79
	TIBC12-2			48.6		0.83
	TIBC12-3			49.9		0.85
	TIBC16-1	16		82.3	105.6	0.78
	TIBC16-2			83.4		0.79
	TIBC16-3			81.0		0.77
文献[22]	B1	18	8.8级	165.6	157.1	1.05
	B2	18		174.5	157.1	1.11
	B3	22		256.8	224.7	1.14
	B4	22		213.8	224.7	0.95
	B5	27		347.1	283.3	1.23
	B6	27		345.8	283.3	1.22

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表 3 拟合系数取值

Table 3. Values of fitting coefficient

试件编号	拟合系数
试件编号	c₁	c₂
M20-P-O	0.007	0.003
M20-N-O	0.013	0.001
M24-P-O	0.011	0.004
M24-N-O	0.019	0.003

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