Development of Probabilistic Framework for Performance-Based Seismic Assessment of Structures Considering Residual Deformations

Abstract

Recently, the importance of considering residual (permanent) deformations in the performance assessment of structures has been recognized. Advanced structural systems with re-centering properties as those based on unbonded post-tensioning tendons are capable of controlling or completely eliminating residual deformations. However, for more traditional systems, which count for the vast majority of buildings, residual deformations are currently considered an unavoidable result of structural inelastic response under severe seismic shaking.In this article, a probabilistic framework for a performance-based seismic assessment of structures considering residual deformations is proposed. The development of a probabilistic formulation of a combined three-dimensional performance matrix, where maximum and residual deformations are combined to define the performance level corresponding to various damage states for a given seismic intensity levels, is first presented. Combined fragility curves expressing the probability of exceedence of performance levels defined by pairs of maximum-residual deformations are then derived using bivariate probability distributions. The significance of evaluating and accounting for residual deformations within a Performance-based Earthquake Engineering (PBEE) approach is further confirmed via numerical examples on the response of Single Degree of Freedom (SDOF) systems, with different hysteretic behavior, under a selected suite of earthquake records. Joined fragility curves corresponding to various performance levels, defined as a combination of maximum and residual response parameters, are derived while investigating the effects of hysteretic systems and strength ratios. It is observed that stiffness degrading Takeda systems result in lower residual deformations than elasto-plastic systems and show lower probability of exceeding a jointed maximum-residual performance level. For a chosen performance level, Takeda systems with higher strength ratios show better performance, particularly with lower intensity of excitations.

Seismic Vulnerability Models of Piers Under Near-Fault Ground Motions

“…The specific processes are described as below: the values of the ground motion intensity measure are scaled and the seismic responses are obtained by performing nonlinear time-history, then the damage measures and their limit values are selected and determined respectively, finally different methods are adopted to analyze and obtain the fragility parameters, and these models are included in the estimation method such as that based on the multiple-stripe analysis idea, the frequency point regression methods from the Monte Carlo sampling or the twodimensional probability density function integration method [12,13,14].…”

“…Given the defined performance level of piers as well as their damage limit states, the damage probability of exceedance can be obtained by integrating the region that is made up of the damage limit states. Furtherly the fragility curves and their parameters are obtained by the least squares method [14]. This method mentioned in this section is mainly under the condition of two damage indexes.…”

Parallel Framework for Earthquake Induced Response Computation of the Sdof Structure

“…Ólafsson, Sigbjörnsson (2011 presented digital filters for simulation of seismic ground motion and structural response. Uma et al (2010) developed probabilistic framework for performance-based seismic assessment of structures considering residual deformations. The equivalent force control method for real-time testing of nonlinear structures has been proposed by Wu et al (2011) and Stochastic Modeling by Yazdani, Abdi (2011).…”

Enhancing Resilience of Steel Frame Buildings Using Superelastic Viscous Dampers

“…Residual deformations sustained by a structural system after a seismic event can have significant role in post-earthquake structural performance assessment and in evaluation of potential damage (Ruiz-García J and Aguilar, 2015; Uma et al 2010;Bojórquez and Ruiz-García 2013).…”

“…Considering the limitations in computational modeling and simulations as well as inadequate resistance of the columns beyond 5% drift limit, a potential collapse limit state corresponding to 5% inter-story drift is selected as suggested by previous studies (Hsiao et al, 2013). The damage sustained during the mainshock can significantly affect the performance of the structure at subsequent seismic events (Ruiz-García J and Aguilar, 2015;Uma et al 2010;Bojórquez and Ruiz-García 2013). Before conducting the aftershock IDA analysis, building models are subjected the mainshock records that are scaled to achieve a damage state corresponding to 0.7%, 2.5%, or 3.75% drift.…”