摘要
无砟轨道是高速铁路轨道结构的发展方向,我国正大力兴建以成区段铺设无砟轨道为主的高速铁路。本文利用ANSYS对高速铁路三种不同类型无砟轨道结构(CRTS-Ⅰ型板式无砟轨道、CRTS-Ⅱ型板式无砟轨道和CRTS-Ⅰ型双块式无砟轨道)进行静力特性对比分析;对桥上无砟轨道,分析了梁端位移对无砟轨道结构受力的影响,为我国高速铁路无砟轨道结构设计和养护维修工作提供参考。本论文完成的主要工作如下:
(1)基于ANSYS有限元软件建立了三种无砟轨道空间实体模型以及桥上无砟轨道梁-梁模型,对模型的网格划分进行了优化,并对模型进行了验证,结果表明,本文所建立的无砟轨道结构空间实体模型正确、可靠;
(2)利用所建立的模型,计算了CRTS-Ⅰ型板式无砟轨道最不利荷载位置;
(3)计算并比较了三种不同类型无砟轨道结构在三种不同荷载作用下的静力效应,结果表明,CRTS-Ⅰ型双块式无砟轨道结构受力及变形更合理;CRTS-Ⅱ型板式无砟轨道结构对温度应力最为敏感;无砟轨道结构应力随路基不均匀沉降幅值变化而呈线性变化;
(4)计算了梁端位移对桥上无砟轨道轨道结构受力的影响,结果表明,梁端位移对扣件及钢轨受力影响较大,当梁端位移达到一定值后,会使梁端扣件系统失效;在梁端位移作用下,不同梁端支座类型与桥梁坡度对扣件附加力及钢轨附加弯矩的影响较小;梁端单侧支座位移作用下比梁端双侧支座位移作用下对扣件附加力与钢轨附加弯矩的影响大;梁端转角位移对扣件附加力与钢轨附加弯矩的影响比梁端竖向位移的要大。
As the ballastless track is going to be the main choice of track structure of high speed railway, China has been making great efforts to build high speed railways with ballastless tracks. In this paper, ANSYS is used to make comparative analysis on the static characteristics of three different types of ballastless track structures of high speed railways, that is, CRTS-Ⅰslab ballastless track, CRTS-Ⅱslab ballastless track and Rheda 2000 type ballastless track. For the bridge ballastless tracks, force effects of girder-end displacements having on the ballastless tracks have been analyzed in this paper, hoping to provide some useful references to the structure design and maintenance of high speed railway ballastless tracks in China. The main work done in this paper is as follows:
(1) Based on the ANSYS finite element software, three ballastless track spatial entity models and bridge ballastless track girder-girder model have been established and grid divisions of the models have been optimized and the models have been validated. The results show that the ballastless track spatial entity models established in this paper is correct and reliable.
(2) The most unfavorable load position of CRTS-Ⅰslab ballastless track is calculated by employing the established models.
(3) Static effects of three different types of ballastless track structures under three different loads have been calculated and compared. The results show that the force and deformation of Rheda 2000 ballastless track structure are more reasonable, and the CRTS-Ⅱslab ballastless track structure is the most sensitive to the temperature stress, and the force of ballastless track changes linearly with the amplitude values of differential settlement of the foundation.
(4) Force impacts of girder-end displacement on bridge ballastless track structure have been calculated. The results show that the girder-end displacement has great impact on the fastener and the rail. When the value of girder-end displacement reaches a certain number the girder-end fastener system will fail. Different girder-end bearing types and bridge slope have small effects on the attached force of the fastener and the attached bending moment of the rail under the impact of girder-end displacement. The girder-end one side support displacement has greater effects on the attached force of the fastener and the attached bending moment of the rail than the girder-end dual side support displacement does. The girder-end angle displacement has greater effects on the attached force of the fastener and the attached bending moment of the rail than the girder-end vertical displacement does.
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