Seismic reliability of base-isolated structures with friction pendulum bearings

Seismic Reliability-Based Design of Perfectly Elastoplastic Structutres Isolated by FPS

“…Over the years, within the issue of the passive control of structures, many works have developed new design strategies and methodologies [4]- [19] as well as probabilistic analyses in structural dynamics, structural reliability methods, and reliability-based analysis have been presented [20]- [30]. The influence of the friction pendulum system (FPS) isolator properties on the seismic performance of baseisolated building frames by employing 3D systems as well as two-degree-of-freedom (2dof) model accounting for the superstructure flexibility with a velocity-dependent model for the FPS isolator behaviour has been analyzed by Castaldo et al [31]- [34]. In particular, seismic reliability analyses of a 3D r.c.…”

“…In particular, seismic reliability analyses of a 3D r.c. elastic system isolated by FPS bearings have been carried out in [31]- [32] by accounting for the randomness of both the isolator properties (i.e., coefficient of friction) and of the earthquake main characteristics. The seismic reliability-based design approach has been proposed in [33]- [34] for elastic and inelastic systems isolated by friction pendulum devices.…”

“…It follows that a Gaussian probability density function (PDF), interrupted from 0.5% to 5.5% with a mean value equal to 3%, is employed to model the friction coefficient at large velocity as random variable f max . For the generation of 15 sampled values of f max the stratified sampling technique the Latin Hypercube Sampling (LHS) method [31], [58]- [60] is adopted.…”

Eccentrically Braced Frames Designed for the Energy Dissipation Optimization

“…The computation of the quantities ( ) and ( ) exploits the virtual work principle and it is amply detailed and discussed in a previous work [5]- [13]. In particular, the expressions of ( ) and ( ) are reported in Table 1.…”

“…the dissipative zone, does not belong to the beam member. In fact, one of the primary benefits in using such structural typology regards the chance to substitute easily the damaged link after a destructive seismic event, and, in addition, the possibility to conceive the scheme within the framework of supplementary energy dissipation [5]- [10], by substituting the vertical link member with a dissipative device, such as a friction damper [11] or hysteretic damper, which is able to exhibit a highly dissipative behaviour if compared with traditional link members. As damaged links can be easily removed and substituted after earthquake, such structural scheme exhibits the greatest advantages provided that the other structural members as beams, diagonals and columns, have been not damaged during the seismic event, i.e.…”