1. Faculty of Infrastructure Engineering, Dalian University of Technology, Dalian 116024, China 2. School of Architecture and Civil Engineering, Liaocheng University, Liaocheng 252059, China
Using the finite element method (FEM), the calculation model of suspension bridge was established to investigate hanger-breakage event induced dynamic responses considering the influence of main cable’s local vibration. The influence degree of main cable’s local vibration on structural dynamic responses of suspension bridge subjected to an abrupt hanger-breakage event was studied. A parametric study was conducted, in which the influencing factors included the physical bending stiffness of the main cable, the grid density of the element, the mass of the clamp, the damping ratio of the model and the initial state of the hanger stress. Some suggestions were given to improve the accuracy of calculation results. The influencing factors included the physical bending stiffness of the main cable, the grid density of the element, the mass of the cable clamp, the damping ratio of the model and the initial state of the hanger stress. Results show that the local vibration of the main cable has an un-neglected influence on the accuracy of the calculation results in the dynamic analysis of the cable breakage of suspension bridges. In the finite element model, the main cable physical bending stiffness, element mesh density and cable clamp mass are the key parameters affecting the local vibration of the main cable. Both the overall modal damping and the local damping of the main cable can effectively suppress the vibration of the main cable at the break point. The difference between the local main cable element damping and the overall modal damping of the structure should be taken account in the analysis model. The dynamic response of structural broken cable increases with the increase of initial stress, but the dynamic amplification coefficient of structural broken cable response changes little.
Wen-liang QIU,Hao-rong YANG,Guang-run WU. Parameter study on finite element model of abrupt hanger-breakage event induced dynamic responses of suspension bridge. Journal of ZheJiang University (Engineering Science), 2022, 56(9): 1685-1692.
Fig.1Hanger-breakage event simulating through unloading equivalent force method
Fig.2General layout of suspension bridge
Fig.3Cross section of stiffening girder
Fig.4Three-dimensional finite element model of bridge
Fig.5Time-history curves of structural dynamic response caused by hanger-breakage event
Fig.6Effect of main cable ’s grid density on dynamical amplification factor
Fig.7Effect of clamp mass on dynamical amplification factor
Fig.8Effect of main cable ’s physical stiffness on dynamical amplification factor
Fig.9Time-history curves of free vibration for calculating damping ratio of model
ξ
ξB
ξT
ξloc
工况1）
工况2）
%
0.5
0.48
0.52
3.13
0.17
1.5
1.49
1.47
4.92
0.26
2.5
2.44
2.53
5.94
0.32
Tab.1Modal damping ratio of structure and local vibration damping ratio of main cable in unmodified finite element model
ξ
ξB
ξT
ξloc
工况1）
工况2）
%
0.5
0.52
0.53
5.31
2.5
1.5
1.51
1.51
6.27
2.5
2.5
2.51
2.55
7.17
2.5
0.5
0.54
0.53
6.73
5.0
1.5
1.55
1.57
8.04
5.0
2.5
2.57
2.59
9.03
5.0
Tab.2Modal damping ratio of structure and local vibration damping ratio of main cable in modified finite element model
Fig.10Effect of modal damping ratio of structure and local vibration damping ratio of main cable on dynamic amplification factor of hanger-breakage event induced responses
σ0,23a/ Mpa
σ0,24a/MPa
σmax,24a/Mpa
ησ
M0/(MN·m)
Mmax/(MN·m)
ηM
T0/(MN·m)
Tmax/(MN·m)
ηT
204
511
707
2.45
3.78
5.63
1.60
8.65
16.27
1.70
305
457
782
2.43
2.24
6.51
1.58
4.32
19.19
1.69
407
406
844
2.37
0.57
7.45
1.58
0.00
21.94
1.67
509
360
916
2.41
?1.08
8.33
1.56
4.34
25.33
1.70
611
320
966
2.39
?2.76
9.26
1.56
8.54
28.61
1.71
712
277
1020
2.37
?4.41
10.19
1.56
12.81
31.63
1.71
814
231
1072
2.34
?6.06
11.09
1.56
17.28
34.57
1.71
Tab.3Effect of hangers’ initial state on hanger-breakage event induced responses
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