剪力钉连接件拉剪共同作用抗剪性能

doi:10.13229/j.cnki.jdxbgxb.20211243

摘要/Abstract

摘要：

为明确剪力钉连接件在拉剪荷载作用下的力学性能，开展了5组受拉、受剪和拉剪共同作用模型试验，结合有限元模型，探讨了混凝土强度和剪力钉尺寸对抗剪承载力的影响，提出了拉剪共同作用剪力钉连接件荷载-滑移关系式和抗剪承载力计算公式。结果表明：当拉力施力比从0增到0.6时，剪切刚度下降69%，弹性极限荷载与抗剪承载力的比值从0.55下降至0.24，抗剪承载力下降31%；混凝土强度和拉力施力比对剪力钉抗剪承载力的影响具有相关性。本文提出的拉剪共同作用剪力钉连接件荷载-滑移关系式和抗剪承载力计算公式可应用于工程设计和计算。

关键词: 桥梁工程, 钢-混组合梁, 剪力钉连接件, 剪切刚度, 荷载-滑移曲线, 抗剪承载力

Abstract:

In order to understand the mechanical properties of shear stud connectors under combined tension and shear loading， five groups of model tests were tested， including uniaxial pull-out tests， uniaxial push-out tests， and combined tension and shear loading tests. Combined with finite element models， influence of concrete strength and stud size on shear capacity were analyzed， and the load-slip relationship， the ultimate shear capacity formula of shear stud connectors under tension and shear loading were proposed. The results show that as the applied tensile force ratio increase to 0.6， the shear stiffness reduces 69%； and the ratio of ultimate elastic capacity to ultimate shear capacity reduces from 0.55 to 0.24， and the ultimate shear capacity reduces 31%. The effects of concrete strength and tensile force ratio on the shear capacity of shear stud connectors are correlated. The proposed load-slip relationship and ultimate shear capacity formula under tension and shear loading can be applied to engineering design and calculation.

Key words: bridge engineering, steel concrete composite beam, shear stud connector, shear stiffness, load-slip curve, ultimate shear capacity

中图分类号:

U443.3

安然,王有志. 剪力钉连接件拉剪共同作用抗剪性能[J]. 吉林大学学报(工学版), 2023, 53(9): 2554-2562.

Ran AN,You-zhi WANG. Shear properties of shear stud connectors under combined tension and shear loading[J]. Journal of Jilin University(Engineering and Technology Edition), 2023, 53(9): 2554-2562.

图/表 13

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表4

剪力钉连接件拉剪相关关系式"

文献来源	拉剪相关关系式	公式编号
文献［14］	$V V u 53 + T T u 53 ≤ 1$	（6）
文献［19］	$V = V u, T ≤ 0.1 T u V V u + 0.5 2 + T T u + 0.5 2 ≤ 2.61, ????? T > 0.1 T u$	（7）
文献［22］	$V V u 2 + T T u 2 ≤ 1$	（8）
文献［23］	$V = V u, T ≤ 0.2 T u V V u + T T u ≤ 1.2, T > 0.2 T u$	（9）

表4

表5

参考文献 24

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试件编号	混凝土抗压强度f_c/MPa	剪力钉规格d×h	配筋	λ
S_1-1，S_1-2	66.34	16 mm×90 mm	?12@ 110	0
PS_1-1，PS_1-2	63.02			0.4
PS_2-1，PS_2-2	58.93			0.5
PS_3-1，PS_3-2	60.44			0.6
P₁	62.07			—

试件	T/kN	T_u/kN	λ（λ=T/T_u）	V/kN	V_u/kN	V/V_u	s_u/mm	k_e/（kN·mm^-1）	V_e/V
S_1-1	—	— — — — — — — — —	0.00	199.8	205.0 205.0 205.0 205.0 205.0 205.0 205.0 205.0 205.0	1.00	4.982	557.8	0.54
S_1-2	—		0.00	210.0		1.00	4.122	565.5	0.56
PS_1-1	33		0.40	176.2		0.86	4.686	299.5	0.34
PS_1-2	33		0.40	168.4		0.82	6.015	290.2	0.35
PS_2-1	41		0.50	162.3		0.79	5.672	210.6	0.26
PS_2-2	41		0.50	154.7		0.75	4.714	232.0	0.30
PS_3-1	50		0.60	145.3		0.70	3.948	167.1	0.22
PS_3-2	50		0.60	140.4		0.68	5.312	182.5	0.26
P₁	—	82.3	—	—	—	—	—	—	—

混凝土强度/MPa	λ
混凝土强度/MPa	0.2	0.3	0.4	0.5	0.6
30	0.95	0.94	0.93	0.92	0.90
40	0.96	0.95	0.94	0.93	0.91
50	0.98	0.97	0.95	0.94	0.93
60	1.00	1.00	1.00	0.99	0.98

数据来源	试件/有限元数量	式（6）		式（7）		式（8）		式（9）		式（10）
数据来源	试件/有限元数量	μ	η	μ	η	μ	η	μ	η	μ	η
文献［10］	1	0.909	0.000	0.848	0.000	1.376	0.000	0.938	0.000	1.050	0.000
文献［11］	12	0.917	0.032	0.862	0.074	1.274	0.274	0.941	0.014	0.983	0.021
文献［13］	32	0.840	0.054	0.740	0.054	1.608	0.054	0.887	0.054	1.021	0.051
本文	30	1.007	0.046	0.926	0.028	1.620	0.107	1.044	0.009	1.101	0.022

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