Evaluation of the Methods for Response Analysis under Non‐Stationary Excitation

Jangid, R. S.; Datta, T.K.

doi:10.1155/1999/312010

Cited by 12 publications

(6 citation statements)

References 10 publications

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“…)| for these three functions can be used for deriving the |M(t; ! )| for the trapezoidal function as reported in Reference [10].…”

Section: Numerical Examplesmentioning

confidence: 99%

Response of SDOF system to non‐stationary earthquake excitation

Jangid

2004

Earthq Engng Struct Dyn

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SUMMARYEarthquake excitation is often modelled by non-stationary random process (i.e. uniformly modulated broad-band excitation) for analysis of structural safety subjected to seismic hazards. In this paper, the non-stationary response of a single-degree-of-freedom (SDOF) system to non-stationary earthquake motion is investigated for di erent shapes of modulating functions. The evolutionary power-spectral density function (PSDF) of the displacement of the SDOF system is obtained using the time-varying frequency response function and the PSDF of the earthquake excitation. The close form expressions for time-varying frequency response function are derived for di erent shapes of the modulating functions. In order to study the e ects of the shape of the modulating function, a comparison of the non-stationary earthquake response of the SDOF system is also made for di erent modulating functions having the same energy content.

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“…)| for these three functions can be used for deriving the |M(t; ! )| for the trapezoidal function as reported in Reference [10].…”

Section: Numerical Examplesmentioning

confidence: 99%

Response of SDOF system to non‐stationary earthquake excitation

Jangid

2004

Earthq Engng Struct Dyn

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“…(13) can be regarded as a quasistationary approximate relationship which, in general, yields satisfactory accuracy in cases of relatively stiff systems (e.g., [20] to [22]). Note in passing that the spectral input-output relationship of Eq.…”

Section: Statistical Linearization Treatmentmentioning

confidence: 99%

Nonlinear MDOF system Survival Probability Determination Subject to Evolutionary Stochastic Excitation

Mitseas¹,

Kougioumtzoglou²,

Spanos³

et al. 2016

SV-JME

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440 INTRODUCTIONExcitations acting upon dynamical systems such as wind, wave, and seismic loads commonly exhibit evolutionary features. In this setting, not only the intensity of the excitation but also its frequency content exhibit strong variability. This fact necessitates the representation of this class of structural loads by non-stationary stochastic processes. Further, structural systems under severe excitations can exhibit significant nonlinear behavior of the hysteretic kind. Thus, of particular interest to the structural dynamics community is the development of techniques for determining the response and assessing the reliability of nonlinear/hysteretic systems subject to evolutionary stochastic excitations (e.g.,Further, in engineering dynamics, the evaluation of the probability that the system response stays within prescribed limits for a specified time interval is advantageous for reliability based system design applications. In this regard, the first-passage problem, that is, the determination of the above time-variant probability known as survival probability, has been a persistent challenge in the field of stochastic dynamics for many decades.Monte Carlo simulation techniques are among the most potent tools for assessing the reliability of a system (e.g. [4]). Nevertheless, there are cases where the computational cost of these techniques can be prohibitive, especially when large-scale complex systems are considered; thus, rendering the development of alternative efficient approximate analytical/numerical techniques for addressing the first-passage problem necessary. Indicatively, one of the early approaches, restricted to linear systems, relies on the knowledge of the mean up-crossing rates and on Poisson distribution based approximations (e.g., [5] to [7]). Further attempts to address the firstpassage problem range from analytical ones (e.g., [8]) to numerical ones (e.g., [9]

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“…Table 2 provides typical values of the Kanai-Tajimi spectrum corresponding to a medium soil [12]. The non-stationary excitation of a system depends on the effective duration of the SGM through its modulating intensity function [53,54]. Herein, the effective duration of the SGM is evaluated based on the Modified Mercalli intensity, IMM, as [55]:…”

Section: Input Excitationmentioning

confidence: 99%

Mean absolute input energy for in-plane vibrations of multiple-support structures subjected to non-stationary horizontal and rocking components

Falamarz-Sheikhabadi

Zerva

Ghafory‐Ashtiany

2016

Probabilistic Engineering Mechanics

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This study proposes a procedure for the estimation of the mean absolute input energy of multiple-support structures subjected to partially correlated, non-stationary, multi-component, seismic actions. The methodology extends the current evaluation of the earthquake input energy of single-support structures to multiple-support ones, and considers the combined action of translational and rotational components. A mean total velocity response spectrum for characterizing the mean absolute input energy of multiplesupport structures is derived utilizing their pseudo-static response. The earthquake rotational loading is simulated considering the effects of both time delay and loss of coherency. The main advantage of the proposed method is its simplicity of application to a wide range of bridge systems. In addition, the effects of the geometrical configuration of the structure and the earthquake characteristics on the absolute input energy of straight short-span bridges along their longitudinal direction are parametrically investigated, and recommendations for their safe seismic design are proposed. The numerical results of this study indicate that, if the effect of the spatial variation of strong ground motions is incorporated in seismic analysis of bridges, both the differential and the rotational components of the strong ground motions should be taken into account in their excitation.

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Evaluation of the Methods for Response Analysis under Non‐Stationary Excitation

Cited by 12 publications

References 10 publications

Response of SDOF system to non‐stationary earthquake excitation

Response of SDOF system to non‐stationary earthquake excitation

Nonlinear MDOF system Survival Probability Determination Subject to Evolutionary Stochastic Excitation

Mean absolute input energy for in-plane vibrations of multiple-support structures subjected to non-stationary horizontal and rocking components

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