自锚式悬索桥的面内稳定性

doi:10.13229/j.cnki.jdxbgxb20180178

Abstract

Abstract:

In order to consummate the in-plane stability theory of self-anchored suspension bridge, firstly it is preliminarily determined that the bifurcation failure mode of this type bridge can not occur through the concept of structural stability. Furthermore, by introducing the displacement interference which is assumed as power series form in the deflection equation of the self-anchored suspension bridge, it is proved that the elastic bifurcation instability will not occur. Finally, a practical bridge is taken as an example, the numerical models according to the elastic stability and elastic-plastic stability theory are calculated and analyzed to obtain the load coefficient, bridge failure modes etc.. The results show that there is no in-plane bifurcation failure mode for self-anchored suspension bridge in the scope of application of deflection theory. Numerical analysis shows that the bifurcation instability in the actual bridge deck is caused by the breakage of the sling, which exceeds the application range of deflection theory, and the ultimate bearing capacity satisfies the safety requirements.

Key words: bridge engineering, self-anchored suspension bridge stability theory, numerical analysis method, cable-sling-girder closed transmission path, deflection theory, bifurcation instability

CLC Number:

U448.25

Lun-hua BAI,Rui-li SHEN,Xing-biao ZHANG,Lu WANG. In-plane stability of self-anchored suspension bridge[J].Journal of Jilin University(Engineering and Technology Edition), 2019, 49(5): 1500-1508.

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工况号	列车布载方式	桥塔效应
1	1	不考虑
2	2	不考虑
3	3	不考虑
4	1	考虑
5	2	考虑
6	3	考虑

工况号	活载布载方式	荷载模式	最大荷载倍数
7	截面①轴力最不利	活载单独放大	10.08
8	截面①正弯矩最不利		11.79
9	截面②轴力最不利		10.14
10	截面②负弯矩最不利		9.01
11	截面③轴力最不利		10.13
12	截面③正弯矩最不利		10.02
7a	截面①轴力最不利	恒载活载同比放大	2.21
8a	截面①正弯矩最不利		2.17
9a	截面②轴力最不利		2.21
10a	截面②负弯矩最不利		1.98
11a	截面③轴力最不利		2.27
12a	截面③正弯矩最不利		2.59

In-plane stability of self-anchored suspension bridge

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