Fig 1.
Shipshaw cable-stayed bridge detailing.
Fig 2.
Finite element model of cable-stayed bridge.
Fig 3.
The cable-stayed bridge flexural mode shapes, a) 1st flexural mode, b) 2nd flexural mode, c) 3rd flexural mode and d) 4th flexural mode.
Table 1.
Flexural time periods of Shipshaw cable-stay bridge.
Fig 4.
Different bridge cases with schematic locations of the isolation systems.
Table 2.
Ground motion characteristics.
Fig 5.
a) Spectral displacement and b) spectral acceleration of five earthquakes applied in longitudinal and transverse directions for the cable-stayed bridge with 5% damping.
Fig 6.
Design flowchart of the seismically isolated bridge.
Fig 7.
The detailing and hysteresis loop of the Lead Rubber Bearing (LRB).
(disol = Isolator displacement, dy = Isolator yield displacement, Fisol = Isolator shear force, Fy = Isolator yield force, Kd = Post-yield stiffness of isolator, Kisol = Effective stiffness of isolator, Ku = Loading and unloading stiffness (elastic stiffness), Qd = Characteristic strength of isolator).
Fig 8.
The schematic hysteretic behavior of LRB with biaxial shear deformation [46].
Table 3.
Fundamental period of the bridge.
Fig 9.
Implementation effect of base isolators on the natural time periods of the bridge.
Fig 10.
Maximum bridge displacement under earthquake excitations.
Fig 11.
Maximum base shear response of towers subjected to earthquake excitations.
Fig 12.
Maximum base moment response of tower subjected to earthquake excitations.
Fig 13.
Maximum cable tension forces of the bridge under earthquake excitations.
Fig 14.
Force-displacement hysteresis curves of the bridge subjected to S. Dicky 88 earthquake.
Table 4.
Summary of seismic responses of the bridge for different retrofitting cases.