Correlation between Partial Safety Factor and Return Period of Input Motions for Seismic Reliability Design Method of Steel Rigid Frame Piers

Abstract

Application of performance-based design, which is promoted as a global trend that is representative of ISO2394, emphasizes the importance of evaluating structural safety based on the reliability design method. This paper describes correlation between partial safety factors and the return period of input motions for use of the reliability design method for steel rigid-frame piers. For this study, partial safety factors are calculated using a method proposed by the authors, which prepares several partial safety factors around a primary value obtained in advance from AFOSM. The correlation is confirmed by design of a steel pier to withstand local buckling against ground excitation. In addition, effects of medium and small scale earthquakes are examined according to the return period of seismic loading.

Opening gates in flood protection barriers along the North Sea Coast

“…Hence -factors vary from 1.31 to 1.38 to 1.44. Obviously, the storm under consideration has a much larger return period and therefore the -factors can be recalculated according to [3] and [4]. This renders the graph of figure 8.…”

“…For this type of loads, the return period being 1000 years, the value is not known from codes. In literature about safety of maritime structures, the -factor of loads due to collision of ships, with return periods of maximum 100 years are given [3] and depend on the reliability class. For RC1 to RC3 the reliability factor varies from = 3.3, to 3.8 and 4.3 respectively.…”