Stability Analysis of the Network Arch Bridge Considering Nonlinear Effects

doi:10.12141/j.issn.1000-565X.240552

Abstract

Abstract:

A networked suspension cable arch bridge is a type of truss arch bridge system where at least two inclined suspension cables intersect, replacing the traditional vertical suspension cables. The cross-arranged networked suspension cables can effectively enhance the vertical stiffness and overall mechanical performance of traditional arch bridges, which has attracted attention in the field of bridge engineering. However, with the increasing span of arch bridges and the widespread use of thin-walled steel structures, structural stability issues have become more prominent. In particular, the risk of instability in steel arch ribs, which are primarily under compression, has become a key factor limiting its engineering application. To systematically analyze the stability performance of a networked suspension cable arch bridge and to explore the impact of different structural arrangement parameters on the overall stability of the structure, this study comprehensively considered geometric nonlinearity, material nonlinearity, and structural initial defects. A parametric spatial bar finite element model was established using nonlinear finite element methods to analyze the effects of varying cable tension forces on the overall stability. The displacement response and nonlinear instability critical load of key nodes on the arch ribs under load were calculated. The results from national and international standards were compared with those obtained using nonlinear finite element methods. Additionally, the study investigated the influence of different rise-to-span ratios, arch rib inclination angles, and cable inclination angles on the stability of the networked suspension cable arch bridge. Results show that variations in the suspension cable tension have little impact on the overall stability of the networked suspension cable arch bridge. The ultimate capacity of arch ribs based on standard methods is more conservative than that obtained through the nonlinear finite element method.The lateral overall stability of network arch bridges improves with increasing rise-to-span ratio and arch rib inclination, while it first increases and then decreases with the increase in cable inclination angle. The lateral stability performance of the bridge is optimal when the cable inclination angle is set between 50°and 60°.

Key words: network arch bridge, nonlinear finite element, stability, rise-to-span ratio, arch rib inclination, cable inclination

CLC Number:

JIANG Zuqian, XIAO Rucheng, SONG Chaolin, SUN Bin, WANG Yeteng, JIANG Haixi. Stability Analysis of the Network Arch Bridge Considering Nonlinear Effects[J]. Journal of South China University of Technology(Natural Science Edition), 2025, 53(8): 111-122.

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构件名称	构件尺寸/mm	弹性模量/GPa	截面面积/mm²	抗弯惯性矩I_z /10¹¹mm⁴	抗弯惯性矩I_y /10¹¹mm⁴
拱肋	b = 1 500 h = 2 000	206	2.98×10⁵	1.05	1.61
系梁	b = 1 500 h = 2 000	206	3.12×10⁵	1.17	1.65
风撑	b = 1 500 h = 1 982	206	2.27×10⁵	0.81	1.25
吊杆	ϕ7~61	206	2 348

评估方法	拱肋极限承载力N_u /10⁴ kN	拱肋安全系数^1）
中国规范	4.74	1.85
欧洲规范	5.12	2.01
非线性有限元	8.62	3.38

设计参数	符号/单位	最大值	最小值
矢跨比	f /l	0.10	0.21
吊杆倾角	α/（°）	40	90
拱肋倾角	θ/（°）	0	10

矢跨比	屈曲特征值	活载系数	运营阶段轴力^1）/kN	失稳临界荷载/kN	稳定系数
0.10	6.50	15.76	41 757.65	284 287.80	3.75
0.13	8.02	19.06	33 868.99	330 979.80	4.37
0.16	9.30	22.36	29 255.33	377 697.80	4.98
0.18	10.32	25.64	25 533.57	424 156.20	5.58
0.21	10.75	28.90	22 778.91	470 354.00	6.18

拱肋倾角/（°）	屈曲特征值	活载系数	运营阶段轴力/kN	失稳临界荷载/kN	稳定系数
0	8.93	25.61	25 546.21	423 732.30	5.58
2	9.28	25.80	25 495.43	426 445.26	5.61
4	9.63	25.99	25 476.21	429 158.22	5.65
6	9.97	26.19	25 488.78	431 871.18	5.68
8	10.32	26.38	25 533.57	434 584.14	5.72
10	10.65	26.57	25 611.17	437 297.10	5.75