Abstract
In the present study, seismic design of a bridge curved in plan has been done for various response reduction factors (R) and the performance has been investigated as per FEMA-356 performance based criteria. Both uni-directional and bi-directional nonlinear dynamic time history analyses have been performed for the bridge. The performance of the bridge in terms of pier ductility demand has been determined for Kobe earthquake ground motion, compatible for Design Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) response spectrums. For different values of R-factors, suitable value of safe pier diameter of the bridge has been determined. The strength reduction factor and over strength factor have also been determined for various cases considered. It has been obtained that the bi-directional effect increases the performance state and ductility demand of the bridge. The maximum R-factor of 2.5 can be recommended for the studied bridge.
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