Lateral Seismic Fragility Assessment of Cable‐Stayed Bridge with Diamond‐Shaped Concrete Pylons

Abstract

The cable-stayed bridge with diamond-shaped pylons is one of the most popular bridges because of its obvious advantages such as aesthetical appearance and smaller foundation. However, the diamond-shaped pylons have both inward and outward inclinations, which may result in complicated seismic behavior when subjected to lateral earthquake excitations. To end this, the finite element model of a cable-stayed bridge with diamond concrete pylon is developed firstly. Four limit states and corresponding damage index are defined for each critical section. Finally, the lateral seismic fragility of the components and system of CSB was carried out. Based on the result of probabilistic estimation of lateral seismic responses, the order of the damage probability in all four damage states for each component of bridge is given. The fragility curves of bridge system on the lower bound and upper bound are studied. Moreover, the system fragility of the entire bridge is compared with that of each component.

Seismic Fragility Assessment of Cable-Stayed Bridges Crossing Fault Rupture Zones

“…Results also demonstrate that the velocitydependent IMs perform better than the others for all the weight assignments. Moreover, it is worth mentioning that PGA, which has been used as the optimal IM for seismic fragility analyses in previous studies [41,59], is inappropriate for cable-stayed bridges that cross fault ruptures. The PSDMs established for each EDP using V rms are illustrated in Figure 9, and the corresponding regression coefficients are listed in Table 7.…”

Simplified Criterion for Low Gravity Center Cable-Stayed Bridge Based on Response Spectrum Analyses

“…There are many factors affecting the shock resistance performance of the cable bridge. For example, based on finite element simulation and vibration platform test research, Zhang et al analyzed the lateral seismic fragility of a cable-stayed bridge with diamond-shaped pylons [6][7][8]. The results imply that the failure modes and damage regions of the bridge would be changed with the pylon shapes, stiffness of lower and middle crossbeams, and loading protocols.…”