冲击荷载下组合梁栓钉连接件动态力学性能与失效机理研究

doi:10.16552/j.cnki.issn1001-1625.2026.0268

摘要/Abstract

摘要：

为揭示极端冲击作用下钢-混凝土组合梁栓钉连接件的动态力学响应与失效机理，本文采用静力推出试验与落锤冲击试验相结合的方法，开展其动态抗剪性能试验研究。试验系统获取了不同落锤高度下试件的冲击力和位移时程曲线，并分析了试件破坏模式与动态抗剪承载力演化规律。结果表明，栓钉连接件的力学性能在落锤冲击作用下呈明显的冲击高度相关性与应变率效应，其破坏模式、冲击力峰值、位移响应均随冲击能量输入的提高而发生显著变化。在低能量冲击下，栓钉连接件以弹性响应为主；在中等能量冲击下，栓钉连接件出现单侧栓钉脆性剪断并伴随局部混凝土压碎的非对称破坏；在高能量冲击下，栓钉连接件两侧栓钉均发生脆性剪切断裂，界面完全失效。随着落锤冲击高度增大，冲击力峰值与残余位移均明显增加，动态抗剪承载力相对静载提高72%~176%。基于试验分析结果建立了动态增大系数（DIF）与应变率的关系，基于DIF提出了栓钉连接件动态抗剪承载力计算方法，并与经典的栓钉承载力计算模型进行对比验证。研究可为组合结构在撞击、爆炸等极端作用下的抗剪连接设计与安全评估提供参考。

关键词: 钢-混凝土组合梁, 栓钉连接件, 冲击荷载, 承载力计算, 动态增大系数（DIF）, 失效机理

Abstract:

To reveal the dynamic mechanical response and failure mechanism of headed stud connectors in steel-concrete composite beams under extreme impact loading， this study conducted experimental investigations on their dynamic shear performance through a combination of static push-out tests and drop-weight impact tests. The impact force and displacement time-history curves of the specimens under different drop heights were systematically obtained， and the failure modes and evolution of dynamic shear bearing capacity were analyzed.The results show that the mechanical performance of the headed stud connectors under drop-weight impact loading exhibits clear drop-height dependence and strain-rate effects. The failure mode， peak impact force， and displacement response vary significantly with increasing input impact energy. Under low-energy impact， the headed stud connectors mainly remain in an elastic response stage. Under medium-energy impact， asymmetric failure occurs， characterized by brittle shear fracture of headed studs connectors on one side accompanied by local concrete crushing. Under high-energy impact， brittle shear fracture occurs in the headed studs connectors on both sides， leading to complete interface failure.With increasing drop height， both the peak impact force and residual displacement increase markedly， and the dynamic shear bearing capacity is 72% to 176% higher than the static bearing capacity. Based on the experimental results， the relationship between the dynamic increase factor （DIF） and strain rate is established. A DIF-based calculation method for the dynamic shear bearing capacity of headed stud connectors is then proposed and validated through comparison with classical bearing capacity models for headed stud connectors. This study can provide a reference for the design and safety assessment of shear connections in composite structures subjected to extreme actions such as impact and explosion.

Key words: steel-concrete composite beam, headed stud connector, impact load, bearing capacity calculation, dynamic increase factor （DIF）, failure mechanism

中图分类号:

TU398⁺.9

冯俊豪, 胡昊, 余振鹏, 杜晓庆, 张永平. 冲击荷载下组合梁栓钉连接件动态力学性能与失效机理研究[J]. 硅酸盐通报, 2026, 45(9): 3117-3125.

FENG Junhao, HU Hao, YU Zhenpeng, DU Xiaoqing, ZHANG Yongping. Dynamic Mechanical Properties and Failure Mechanism of Headed Stud Connectors in Composite Beams under Impact Loading[J]. BULLETIN OF THE CHINESE CERAMIC SOCIETY, 2026, 45(9): 3117-3125.

图/表 14

图1 栓钉连接件试件设计示意图（单位：mm）

Fig.1 Schematic diagram of headed stud connector specimen design（unit： mm）

表1 HPC配合比

Table 1 Mix proportion of HPC

Raw material	Cement	Sand	Crushed stone	Fly ash	Slag powder	Admixture	Water
Dosage/（kg·m^-3）	375	696	1 089	48	58	7.2	154

表2 混凝土基本力学性能

Table 2 Basic mechanical properties of concrete

Material	Cube compressive strength/MPa	Axial compressive strength/MPa	Elastic modulus/GPa	Poisson ratio
C50	51.0	32.4	34.5	0.2

图2 栓钉连接件加载方案

Fig.2 Loading scheme of headed stud connectors

表3 试验工况

Table 3 Test conditions

SD-0.25

SD-1.00

SD-1.50

SD-2.00

SD-2.50

C50

Q355

Shear stud

Static load

0.25

1.00

1.50

2.00

2.50

图3 静载破坏图

Fig.3 Failure mode under static loading

图4 动载破坏模式

Fig.4 Dynamic loading failure modes

图5 静载试验力-位移曲线

Fig.5 Force-displacement curve under static loading

图6 动载试验力-时间曲线

Fig.6 Force-time curves under dynamic loading

图7 动载位移-时间曲线

Fig.7 Displacement-time curves under dynamic loading

表4 规范公式与试验结果对比

Table 4 Comparison between norm formulas and experimental results

Calculation method	Bearing capacity/kN	Error/%
This experiment	930.97	—
GB 50917—2013^［13］	415.60	55.32
AASHTO LRFD bridge design specifications^［14］	608.21	34.61
Eurocode 4： design of composite steel and concrete structures^［15］	389.24	58.15
武芳文等^［8］	711.17	23.55

图8 DIF-ε˙关系拟合曲线

Fig.8 Relationship fitting curves of DIF-ε˙

图9 试验与计算模型的DIF-ε˙关系对比

Fig.9 Comparison of DIF-ε˙ relationship between test and calculation model

表5 公式误差表

Table 5 Table of formula errors

Specimen number

Strain rate/s^-1

Calculated DIF

Calculated bearing

capacity/kN

Relative error vs.experimental

bearing capacity/%

SD-1.00

SD-1.50

SD-2.00

SD-2.50

5.77

7.87

10.15

13.74

2.06

2.25

2.43

2.68

1 926.92

2 102.45

2 268.77

2 497.09

19.96

-12.38

-11.70

9.07

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