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摘要: 利用LUSAS有限元计算程序对动载荷下铁路整体结构的本征值进行了分析, 得出结构的固有振动频率和时程曲线。参照本征值的分析结果, 结合某铁路干线土质边坡的工程实例, 利用有限差分的数值分析方法, 对列车动载荷下, 对周围土质边坡的扰动情况进行了分析。结果表明, 作用于坡底的铁路载荷对边坡的扰动区域集中在轨道中心3m以内, 随着动载时间的增加, 扰动区域会逐渐扩大。Abstract: The eigenvalue of railway system was analyzed by using LUSAS FEA. According to the analysis results, the eigen- frequency and the response of vertical displacement as well as the principle stress versus dynamic loading time were found. With an in-situ engineering case, a numerical model of soil masses slope under the railway dynamic loading was built. The results show that the disturbing is within 3 m from rail. With time going, the disturbing scope will be expanded.
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Key words:
- railway engineering /
- dynamic loading /
- soil masses slope /
- disturbing /
- numerical analysis
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表 1 路面模型中材料的计算参数
Table 1. Material parameters of model
材料名称 计算高度/m 弹性模量/Pa 泊松比 密度/kg·m-3 刚度阻尼系数/% 质量阻尼系数/% 热膨胀系数 轨道 0.14 2.09×1011 0.30 7800 0.03 0.02 1.15×10-5 
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表 2 模型材料的力学属性
Table 2. Material properties of numerical model
材料名称 剪切模量/Pa 弹性模量/Pa 泊松比 密度/kg·m-3 内聚力/Pa 内摩擦角/ (°) 阻尼系数 本构关系 道床 1.66×109 2.68×109 2 500 0.000 3 弹性体 路基 3.66×107 0.23 1 920 1.43×104 27 0.000 5 M-C 右边坡 4.35×106 0.25 1 850 1.33×103 21 M-C 左边坡 2.67×107 0.23 1 850 1.43×104 23 M-C 左坡护面墙 1.66×109 2.68×109 2 400 弹性体
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