Abstract
Assessing the demand hazards of structures is requested in the framework of performance-based earthquake engineering. An efficient method for estimating the seismic risk of structures is proposed in this paper. The relationship between multiple limit capacities and corresponding response parameters is denoted by using a generalized multidimensional limit state equation. The limit states of different components are described as random and convex mixed variables. The seismic responses of different components are considered dependent and follow a multidimensional lognormal distribution. The mathematical formula of multidimensional demand hazards of structures is then derived through combining the seismic fragility function and the seismic hazard curve. The proposed method is used to perform the demand hazard analysis and the parameter sensitivity analysis of a multispan continuous concrete girder bridge, selecting column ductility and bearing displacement as the two-dimensional seismic response parameters obtained by Incremental Dynamic Analysis. The results demonstrate that the coefficient of variation and correlation coefficient N, which are involved in the limit state equation, have an impact on the evaluation of the demand hazards.
Highlights
Earthquake disasters frequently occur in the whole world bringing about great damage to the safety of lives and properties of people
The results demonstrate that the coefficient of variation and correlation coefficient N, which are involved in the limit state equation, have an impact on the evaluation of the demand hazards
This study extends the definition of Probabilistic Demand Hazard Assessment (PDHA) to be multidimensional and uses λM-D for Probabilistic Multidimensional Demand Hazard Assessment (PMDHA)
Summary
Earthquake disasters frequently occur in the whole world bringing about great damage to the safety of lives and properties of people. Risk assessments are often based on probabilistic frameworks [1], due to the existence of uncertainties of ground motion and structural parameters. In this case, a Probabilistic Seismic Demand Analysis (PSDA) is usually adopted to evaluate the demand risk of structures. In Bradley et al [25] the demand hazard curves of different components (e.g., pile, abutment, and abutment-deck) were obtained through advanced soil and structural constitutive models and were used to perform probabilistic seismic performance analysis and loss assessment. The aforementioned studies focus on the assessment of structural seismic risk and the components’ contributions; there is almost the only one Engineering Demand Parameter (EDP) and correspondingly only one limit state. Where ψ is the curvature ductility ratio of bridge column; ψm is the maximum curvature under the seismic loading; ψy is yield curvature
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