Abstract
In this study, seismic performance of the existing M0 Haros Highway Bridge in Hungary is evaluated. The large-span bridge is designed with minimal consideration of seismic actions, seismic resistance of certain piers, bearings and pile foundations is not adequate. Eight different demand mitigation methods are evaluated considering quasi-elastic configurations as well as non-linear systems adopted with non-linear anti-seismic devices (NLASD). To accelerate the preliminary design phase, an equivalent linear analysis (ELA) methodology is worked out. Keeping in mind the limitations of the ELA method, non-linear timehistory analysis (NLTHA) is also applied for the retrofitted configuration for validation purposes. Comparison of the two methods shows that the ELA method gives the designer adequate, still conservative results for optimal retrofit decisions.
Highlights
Prior to the introduction of the European structural codes – Eurocode 8 Part 1 [1] and Eurocode 8 Part 2 [2], bridges in Hungary were conventionally designed with no or minimal consideration of seismic loads
The replacement results in a new structure, seismic performance has to be evaluated according to the the operative national standard, EC8-2
6.2.5 Final version V9 Since the critical pier P5 does not have sufficient reserve capacity against the expected higher internal forces obtained from non-linear timehistory analysis (NLTHA) – MMRSA results increased by a factor of 1.3, a similar approach as it can be seen in version V3 is applied
Summary
Prior to the introduction of the European structural codes – Eurocode 8 Part 1 [1] and Eurocode 8 Part 2 [2] – , bridges in Hungary were conventionally designed with no or minimal consideration of seismic loads. The longitudinal bearing forces are higher than 5500 kN in every case, the maximal value is 6210 kN calculated at pier P5 of the river bridge.
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