Investigation of Influence Factors of Wind-Induced Buffeting Response of a Six-Tower Cable-Stayed Bridge

Table 1

Vibration modes of finite element model of Jiashao Bridge.

Mode number	Calculated frequency f/Hz	Identified frequency /Hz	f (%)	Description
1	0.2274	0.2371	4.0949	1st symmetric bending of bridge deck in direction + symmetric bending of bridge tower in direction
2	0.2615	0.2567	1.8814	1st antisymmetric bending of bridge deck in direction + antisymmetric bending of bridge tower in direction
3	0.2894	0.2730	6.0160	1st symmetric bending of bridge tower in direction
4	0.2907	0.2780	4.5604	1st antisymmetric bending of bridge tower in direction
5	0.2928	0.2796	4.7231	2nd symmetric bending of bridge tower in direction
6	0.2950	0.2792	5.6412	2nd antisymmetric bending of bridge tower in direction
7	0.2965	—	—	3rd symmetric bending of bridge tower in direction
8	0.2970	—	—	3rd antisymmetric bending of bridge tower in direction
9	0.3085	0.3181	3.0158	2nd symmetric bending of bridge deck in direction + symmetric bending of bridge tower in direction
10	0.3618	0.3786	4.4456	2nd antisymmetric bending of bridge deck in direction + antisymmetric bending of bridge tower in direction
21	0.7087	0.6882	2.9752	1st symmetric lateral bending of bridge deck in direction + symmetric lateral bending of bridge tower in direction
33	0.8956	0.9467	5.3985	1st antisymmetric bending of bridge deck in direction + antisymmetric bending of bridge tower in direction
43	1.1361	1.1948	4.9131	1st symmetric torsion of bridge deck
44	1.1389	1.2007	5.1478	2nd symmetric torsion of bridge deck
45	1.1391	—	—	3rd symmetric torsion of bridge deck

Note: .