In particular, it assesses the seismic vulnerability of the bridge using finite element (FE) analysis. 541 situated on the Kalka Shimla Mountain Railway line. This research assesses the seismic vulnerability of masonry arch Bridge No. The Kalka Shimla Mountain Railway line is situated in severe seismic zones (Indian Standard 1893:2016). The masonry bridges on the Kalka Shimla Mountain Railway line, which have multiple arch galleries in the form of Roman aqueducts, are spectacular. In all cases, the numerical analyses provide a valuable picture of all possible failure mechanisms, thus giving useful hints for the reconstruction of the tower. When dealing with the FEM non-linear dynamic analysis, a smeared crack isotropic damage model already implemented in ABAQUS is adopted.įrom the numerical results, both the role played by the actual geometry and the insufficient resistance of the constituent materials are envisaged, also in light of the actual failure mechanism. In all cases, a full 3D detailed FE model is adopted. To investigate the behavior of the tower under seismic loads, a number of numerical analyses are performed, including simplified static analyses according to Italian Guidelines on architectural heritage, spectral response, non-linear static (pushover and kinematic limit analysis) and full non-linear dynamic analyses. The subsequent strong aftershock caused the almost total failure of the structure. Consequently, structures having natural periods greater than those typical of ordinary buildings – such as the one analyzed – have been severely damaged.Īfter the first tremor (on the 20th of May), the clock-tower was split in two, with one half collapsing into rubble and the other standing precariously. The two main seismic events, occurred on May 20 and 29, were characterized by the presence of low frequency ground motions, with relevant vertical components. The analyses are aimed at better understanding the causes at the base of the collapse of the tower.
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