集束群钉装配式钢-混组合梁桥自振特性与车桥耦合分析

doi:10.13229/j.cnki.jdxbgxb.20230871

Abstract

Abstract:

In order to study the dynamic characteristics of assembled steel-concrete composite beam bridges considering the influence of discontinuous shear connection caused by cluster-group bolts， a theoretical formula for the self-vibration characteristics of this type of composite girder bridges based on the Euler beam theory and Rayleigh-Ritz method was proposed. A coupled model of the assembled composite beam bridge with multi-point discontinuous shear constraints was established to analyze the effects of road roughness， vehicle speed， vehicle mass， and clustering degree on the dynamic response of the composite beam bridge under vehicle loading and the impact characteristics. The results indicate that as the clustering degree increases and the length of the shear-free connection zone becomes longer， the bridge stiffness and natural frequency decrease. An increase in road roughness leads to a higher impact coefficient. The influence of vehicle speed on dynamic response shows nonlinearity， and when the vehicle speed increases from 100 km/h to 120 km/h， the impact coefficient suddenly increases by 68.10%， significantly affecting the dynamic performance. A greater vehicle mass results in a larger impact coefficient and stronger dynamic response. For clustering degrees ranging from 0 to 0.31， the increase in maximum dynamic displacement is slightly higher than the increase in static displacement， leading to a decrease of 5.25% in the impact coefficient. The effect of clustering degree on the impact coefficient is not significant.

Key words: bridge engineering, vehicle-bridge coupling, natural vibration characteristics, finite element, road roughness, impact coefficient

CLC Number:

TU318.1

Liang FAN,Wen ZENG,Qiang WEN,Fu-yu ZHAO,Ying-ming XU. Vibration characteristics of prefabricated steel-concrete composite beam bridges with clustered grouping bolt connection and analysis of vehicle-bridge coupling[J].Journal of Jilin University(Engineering and Technology Edition), 2025, 55(7): 2354-2364.

Figures/Tables 20

Fig.1

Fig.2

Fig.3

Fig.4

Fig.5

Fig.6

Fig.7

Table 1

Natural frequency of steel-concrete twin box girder bridge connected by cluster bolts"

阶数	$ω s$ /Hz	$ω c$ /Hz	$ω s - ω c ω s / %$
1	2.219	2.023	8.83
2	5.140	4.992	2.88
3	7.338	7.116	3.03
4	7.802	7.234	7.28

Table 1

Fig.8

Fig.9

Table 2

Maximum dynamic and static displacements and impact coefficient applied on a smooth road surface"

位移与冲击系数	光滑	B级	C级	D级
$? m a x$ /mm	10.067	10.369	11.040	13.358
$?' m a x$ /mm	6.329	6.329	6.329	6.329
$μ$	0.590	0.638	0.744	1.111

Table 2

Fig.10

Fig.11

Table 3

Maximum dynamic and static displacements and impact coefficient obtained through simulation"

位移与冲击系数	车速/（km·h^-1）
位移与冲击系数	40	60	80	100	120
$? m a x$ /mm	9.822	10.636	10.369	8.989	10.800
$?' m a x$ /mm	6.329	6.329	6.329	6.329	6.329
$μ$	0.552	0.681	0.638	0.420	0.706

Table 3

Fig.12

Fig.13

Table 4

Maximum dynamic and static displacements and impact coefficien obtained from simulation of vehicle body mass"

位移与冲击系数	车体质量/t
位移与冲击系数	15	20	25	30	35
$? m a x$ /mm	4.560	6.091	8.122	10.150	12.110
$?' m a x$ /mm	3.354	4.311	5.268	6.225	7.183
$μ$	0.360	0.413	0.542	0.630	0.687

Table 4

Fig.14

Fig.15

Table 5

Maximum dynamic and static displacements and impact coefficients obtained from bundle degree simulation"

位移与冲击系数	集束度
位移与冲击系数	0（均布）	0.04	0.06	0.08	0.12	0.31
$? m a x$ /mm	9.967	9.986	9.994	10.016	10.051	10.356
$?' m a x$ /mm	6.263	6.300	6.315	6.347	6.400	6.722
$μ$	0.592	0.585	0.583	0.578	0.571	0.541

Table 5

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