Evaluation of dynamic load on railtrack sleepers based on vehicle-track modeling and analysis
01 Sep 2002-International Journal of Structural Stability and Dynamics (World Scientific Publishing Company)-Vol. 02, Iss: 03, pp 355-374
TL;DR: In this paper, a dynamic interactive analysis is carried out between the vehicle and the track in the time domain using a finite element software, and the results of the interactive analysis give responses in the form of reaction time histories at the rail-seat locations during the passage of vehicle.
Abstract: The present study reports the results of a rigorous dynamic interaction analysis that accounts for the vehicle-track characteristics and rail imperfections. In order to perform a rigorous dynamic analysis, a model involving all components of the track structure and vehicle parameters are required. A vehicle model (conforming to Indian Railways) with 17 degrees of freedom has been considered. The track model consists of rail, rail-pad, sleeper, ballast, sub-ballast, subsoil and a track length encompassing 12 prestressed concrete sleepers. The dynamic interactive analysis is carried out between the vehicle and track in the time domain using a finite element software. The results of the interactive analysis give responses in the form of reaction time histories at the rail-seat locations during the passage of vehicle. A parametric study is carried out to assess the influence of different track parameters on the dynamic load on the railtrack sleepers. Based on this study, suitable load amplification factors are arrived at to facilitate an improved design basis for an equivalent static analysis in practical designs of sleepers.
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TL;DR: In this paper, a review of the typical characteristics of the loading conditions for railway track structures, in particular, impact loads due to the wheel/rail interaction, is presented, with particular emphasis on the typical shapes of the impact load waveforms generally found on railway tracks.
Abstract: Train and track interactions during services normally generate substantial forces on railway tracks. Such forces are transient by nature and of relatively large magnitude and are referred to as impact loading. There has been no comprehensive review of the typical characteristics of the loading conditions for railway track structures, in particular, impact loads due to the wheel/rail interaction, published in the literature. This paper presents a review of basic design concepts for railway tracks, abnormalities on tracks, and a variety of typical dynamic impact loadings imparted by wheel/rail interaction and irregularities. The characteristics of typical impact loads due to wheel and rail irregularities, e.g. rail corrugation, wheel flats and shells, worn wheel and rail profiles, bad welds or joints, and track imperfections, are presented with particular emphasis on the typical shapes of the impact load waveforms generally found on railway tracks. Copyright © 2007 John Wiley & Sons, Ltd.
285 citations
TL;DR: In this paper, the dynamic response of a typical prestressed concrete railtrack sleeper due to wheel-track interaction dynamics, involving wheel and rail imperfections, under various parametric conditions is discussed.
87 citations
01 Jan 2013
TL;DR: In this article, a review of the literature on concrete sleepers was conducted as part of a broader investigation undertaken at the University of Melbourne, where the aim of the investigation was to establish the material requirements of the concrete sleeper in order to meet the structural and durability requirements.
Abstract: Prestressed concrete sleepers (PCSs) are the most commonly used type of sleepers. They play an essential role in track performance, behaviour and safety. The focus of the published literature on PCSs has primarily been on quantification of dynamic load and resulting structural behaviour of sleepers, interaction with other components of track and failure mechanisms. While structural performance of PCSs is very important and researched as reflected by the large volume of published literature, concrete sleepers also need to meet the durability requirements. It is known that only a small percentage of concrete sleepers remain in service when reaching their intended design life, resulting in heavy maintenance and replacement costs. This paper reports a summary of the review of literature conducted as part of a broader investigation undertaken at the University of Melbourne. The aim of the investigation is to establish the material requirements of the concrete sleepers in order to meet the structural and durability requirements. A summary of the latest works on dynamic responses (including natural frequencies and mode shapes, damping, bending moments and strain rates), failure modes, fatigue and durability aspects of PCSs are presented. Moreover, design approach and dynamic loads are discussed briefly. It is established that a comprehensive research with a focus on material characterisation for concrete sleepers is currently lacking.
62 citations
Cites methods from "Evaluation of dynamic load on railt..."
...Additionally, HSC (compressive strength over 50 MPa) is mostly used to make sleepers in India (Kumaran et al. 2002), Iran (Rezaie et al....
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01 Jan 2007
55 citations
Cites background from "Evaluation of dynamic load on railt..."
...The effects of impact forces are very significant in the design and utilization of concrete sleepers as parts of the railway track structures (Kumaran et al., 2002)....
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TL;DR: In this article, two 2D and 3D numerical models of vehicle/discontinuous slab track interaction were developed to predict the influence of rail irregularity on the wheel/rail dynamic force (WRDF).
51 citations
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01 Jan 1995
TL;DR: In this paper, the authors present a single-degree-of-freedom (SDF) system, which is composed of a mass-spring-damper system and a non-viscous Damping Free Vibration (NFV) system.
Abstract: I. SINGLE-DEGREE-OF-FREEDOM SYSTEMS. 1. Equations of Motion, Problem Statement, and Solution Methods. Simple Structures. Single-Degree-of-Freedom System. Force-Displacement Relation. Damping Force. Equation of Motion: External Force. Mass-Spring-Damper System. Equation of Motion: Earthquake Excitation. Problem Statement and Element Forces. Combining Static and Dynamic Responses. Methods of Solution of the Differential Equation. Study of SDF Systems: Organization. Appendix 1: Stiffness Coefficients for a Flexural Element. 2. Free Vibration. Undamped Free Vibration. Viscously Damped Free Vibration. Energy in Free Vibration. Coulomb-Damped Free Vibration. 3. Response to Harmonic and Periodic Excitations. Viscously Damped Systems: Basic Results. Harmonic Vibration of Undamped Systems. Harmonic Vibration with Viscous Damping. Viscously Damped Systems: Applications. Response to Vibration Generator. Natural Frequency and Damping from Harmonic Tests. 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Unsymmetric-Plan Building: Ground Motion. Symmetric-Plan Buildings: Torsional Excitation. Multiple Support Excitation. Inelastic Systems. Problem Statement. Element Forces. Methods for Solving the Equations of Motion: Overview. 10. Free Vibration. Natural Vibration Frequencies and Modes. Systems without Damping. Natural Vibration Frequencies and Modes. Modal and Spectral Matrices. Orthogonality of Modes. Interpretation of Modal Orthogonality. Normalization of Modes. Modal Expansion of Displacements. Free Vibration Response. Solution of Free Vibration Equations: Undamped Systems. Free Vibration of Systems with Damping. Solution of Free Vibration Equations: Classically Damped Systems. Computation of Vibration Properties. Solution Methods for the Eigenvalue Problem. Rayleigh's Quotient. Inverse Vector Iteration Method. Vector Iteration with Shifts: Preferred Procedure. Transformation of kA A = ...w2mA A to the Standard Form. 11. Damping in Structures.Experimental Data and Recommended Modal Damping Ratios. Vibration Properties of Millikan Library Building. Estimating Modal Damping Ratios. Construction of Damping Matrix. Damping Matrix. Classical Damping Matrix. Nonclassical Damping Matrix. 12. Dynamic Analysis and Response of Linear Systems.Two-Degree-of-Freedom Systems. Analysis of Two-DOF Systems without Damping. Vibration Absorber or Tuned Mass Damper. Modal Analysis. Modal Equations for Undamped Systems. Modal Equations for Damped Systems. Displacement Response. Element Forces. Modal Analysis: Summary. Modal Response Contributions. Modal Expansion of Excitation Vector p (t) = s p(T). Modal Analysis for p (t) = s p(T). Modal Contribution Factors. Modal Responses and Required Number of Modes. Special Analysis Procedures. Static Correction Method. Mode Acceleration Superposition Method. Analysis of Nonclassically Damped Systems. 13. Earthquake Analysis of Linear Systems.Response History Analysis. Modal Analysis. Multistory Buildings with Symmetric Plan. Multistory Buildings with Unsymmetric Plan. Torsional Response of Symmetric-Plan Buildings. Response Analysis for Multiple Support Excitation. Structural Idealization and Earthquake Response. Response Spectrum Analysis. Peak Response from Earthquake Response Spectrum. Multistory Buildings with Symmetric Plan. Multistory Buildings with Unsymmetric Plan. 14. Reduction of Degrees of Freedom. Kinematic Constraints. Mass Lumping in Selected DOFs. Rayleigh-Ritz Method. Selection of Ritz Vectors. Dynamic Analysis Using Ritz Vectors. 15. Numerical Evaluation of Dynamic Response. Time-Stepping Methods. Analysis of Linear Systems with Nonclassical Damping. Analysis of Nonlinear Systems. 16. Systems with Distributed Mass and Elasticity. Equation of Undamped Motion: Applied Forces. Equation of Undamped Motion: Support Excitation. Natural Vibration Frequencies and Modes. Modal Orthogonality. Modal Analysis of Forced Dynamic Response. 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Earthquake Response of Inelastic Buildings. Allowable Ductility and Ductility Demand. Buildings with "Weak" or "Soft" First Story. Buildings Designed for Code Force Distribution. Limited Scope. Appendix 19: Properties of Multistory Buildings. 20. Earthquake Dynamics of Base-Isolated Buildings. Isolation Systems. Base-Isolated One-Story Buildings. Effectiveness of Base Isolation. Base-Isolated Multistory Buildings. Applications of Base Isolation. 21. Structural Dynamics in Building Codes. Building Codes and Structural Dynamics. International Building Code (United States), 2000. National Building Code of Canada, 1995. Mexico Federal District Code, 1993. Eurocode 8. Structural Dynamics in Building Codes. Evaluation of Building Codes. Base Shear. Story Shears and Equivalent Static Forces. Overturning Moments. Concluding Remarks. Appendix A: Frequency Domain Method of Response Analysis.Appendix B: Notation.Appendix C: Answers to Selected Problems.Index.
4,812 citations
TL;DR: A review of dynamic modelling of railway track and of the interaction of vehicle and track at frequencies which are sufficiently high for the track's dynamic behaviour to be significant is presented in this paper.
Abstract: A review is presented of dynamic modelling of railway track and of the interaction of vehicle and track at frequencies which are sufficiently high for the track's dynamic behaviour to be significant. Since noise is one of the most important consequences of wheel/rail interaction at high frequencies, the maximum frequency of interest is about 5kHz: the limit of human hearing. The topic is reviewed both historically and in particular with reference to the application of modelling to the solution of practical problems. Good models of the rail, the sleeper and the wheelset are now available for the whole frequency range of interest. However, it is at present impossible to predict either the dynamic behaviour of the railpad and ballast or their long term behaviour. This is regarded as the most promising area for future research.
615 citations
TL;DR: In this paper, a train is modeled as a series of sprung masses lumped at the bogie positions and a bridge with track irregularities by beam elements, and two sets of equations of motion that are coupled can be written, one for the bridge and the other for each of the sprung masses.
Abstract: The objective of this study is to develop an element that is both accurate and efficient for modeling the vehicle-bridge interaction (VBI) in analysis of railway bridges carrying high-speed trains, which may consist of a number of cars in connection. In this study, a train is modeled as a series of sprung masses lumped at the bogie positions and a bridge with track irregularities by beam elements. Two sets of equations of motion that are coupled can be written, one for the bridge and the other for each of the sprung masses. To resolve the problem of coupling, the sprung mass equation is first discretized using Newmark's finite difference formulas and then condensed to that of the bridge element in contact. The element derived is referred to as the vehicle-bridge interaction element, which has the same number of degrees of freedom (DOF) as the parent element, while possessing the properties of symmetry and bandedness in element matrices. For this reason, conventional assembly procedures can be employed to ...
331 citations
TL;DR: In this article, the vertical dynamic behavior of a railway bogie moving on a rail is investigated for sleepers resting on an elastic foundation, and the transient interaction problem is numerically solved by use of an extended state-spacer vector approach in conjunction with a complex modal superposition for the track.
313 citations
TL;DR: In this article, a vehicle-rail-bridge interaction (VRBI) model for analysing the 3D dynamic interaction between the moving trains and railway bridge was developed, by which the vehicle and bridge responses, as well as the wheel / rail contact forces, can be computed.
Abstract: A vehicle-rail-bridge interaction (VRBI) model for analysing the 3D dynamic interaction between the moving trains and railway bridge was developed. By the dynamic condensation scheme, three types of vehicle-rail interaction (VRI) elements were derived, by which the vehicle and bridge responses, as well as the wheel / rail contact forces, can be computed. Track irregularity of random nature was taken into account. The results indicate that resonance can occur in both the lateral and torsional vibrations of the bridge, as well as in the vertical vibration. Under the crossing of two face-to-face moving trains, the vertical vibration of the bridge is greatly intensified, while the lateral and torsional responses may be increased or reduced, depending on how the two trains cross each other. Finally, two common indices are used to assess the possibility of derailment for trains passing over the bridge at different speeds.
121 citations