Abstract
This article analyses the dispersion of vibration accelerations of a railway bridge during the passage of a train, and presents an analysis of their parameters after the application of the theory of covariance functions. The measurements of vibration accelerations at the fixed points of the beams of the overlay of the bridge were recorded in the time scale as digital arrays (matrices). The values of inter-covariance functions of the arrays of data of measurements of digital vibration accelerations and the values of auto-covariance functions of the individual arrays, changing the quantization interval in the time scale, were calculated. The compiled software Matlab 7 in the operator package environment was used in calculations. This article aims at determining the interdependencies of results of vibrations of bridge points rather than at the impact which a train makes on a bridge without emphasizing the modal parameters of the bridge. The aforementioned interdependencies make it possible to predict the results of hard-to-reach points.
Highlights
An analysis of the dispersion of vibration accelerations of the beams of the railway bridge overlay with a locomotive moving at 60 km/h and a freight train moving at 80 km/h was conducted in this study [1]
Estimates of normalized inter-covariance functions K0 φ (τ) were calculated in the same manner according to 8 vectors for both vibrations, and 28 graphical expressions of them were received according to their respective combinations
Normalized auto- covariance and inter- covariance functions of vibration signal accelerations of the bridge points allowed us to determine the change in correlation and probability dependence between signal accelerations according to quantization range of signal time
Summary
An analysis of the dispersion of vibration accelerations of the beams of the railway bridge overlay with a locomotive moving at 60 km/h and a freight train moving at 80 km/h was conducted in this study [1]. The theory of covariance functions was used in the analysis of vibration parameters. Graphical expressions of covariance functions illustrate the change of inter-dependence of vibration parameters over a given time scale [2]. Such research has mainly focused on bridge conditions [4], such as a resonance mechanism explained by Xia et al [5], vibration mode-coupling and intermittent contact loss and vibration instability in a large motion bistable compliant mechanism by Nikman et al [6,7], the stability of dynamic response by Capsoni et al [8], the dependence of bridge vibration parameters on cross winds by Xu et al [9] and the use of bridge-track-vehicle element by Cheng et al [10]
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