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

Table 4

Influence of rigid hinge on the dynamic characteristics of the bridge.

Modal frequency/Hz		Relative variation (%)	Description of vibration modes
Original model	Contrast model
0.2274	0.2299	1.10	1st symmetric bending of bridge deck in direction + symmetric bending of bridge tower in direction
0.2615	0.2615	0.00	1st antisymmetric bending of bridge deck in direction + antisymmetric bending of bridge tower in direction
0.2894	0.2894	0.00	1st symmetric bending of bridge tower in direction
0.2907	0.2907	0.00	1st antisymmetric bending of bridge tower in direction
0.2928	0.2928	0.00	2nd symmetric bending of bridge tower in direction
0.2950	0.2950	0.00	2nd antisymmetric bending of bridge tower in direction
0.2965	0.2965	0.00	3rd symmetric bending of bridge tower in direction
0.2970	0.2970	0.00	3rd antisymmetric bending of bridge tower in direction
0.3085	0.3089	0.13	2nd symmetric bending of bridge deck in direction + symmetric bending of bridge tower in direction
0.3618	0.3618	0.00	2nd antisymmetric bending of bridge deck in direction + antisymmetric bending of bridge tower in direction
0.6779	0.6779	0.00	Bending of bridge piers in direction
0.7087	0.8610	21.49	1st symmetric lateral bending of bridge deck in direction + symmetric lateral bending of bridge tower in direction
0.8956	0.8956	0.00	1st antisymmetric bending of bridge deck in direction + antisymmetric bending of bridge tower in direction
1.1361	1.1386	0.22	1st symmetric torsion of bridge deck
1.1389	1.1389	0.00	2nd symmetric torsion of bridge deck
1.1391	1.1392	0.01	3rd symmetric torsion of bridge deck