膨胀土区域路堑换填厚度分析

田海波; 王炳龙; 许恺

膨胀土区域路堑换填厚度分析

同济大学道路与交通工程教育部重点实验室, 上海 200092

基金项目:

铁道部科技研究开发计划项目 2005G018

详细信息

中图分类号: U213.14
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- 被引次数: 0
出版历程
- 收稿日期: 2005-08-13
- 刊出日期: 2006-06-25

Replacement thickness analysis of cutting in expansive soil area

Key Laboratory of Road and Traffic Engineering of Ministry of Education, Tongji University, Shanghai 200092, China

摘要

摘要: 综合考虑膨胀土地基的强度、刚度及变形要求, 基于膨胀力平衡原理及控制轨道变形两种方法, 分析、计算了路堑换填厚度, 研究了不同换填厚度和膨胀力条件下路基膨胀变形, 结合新建合(合肥) 宁(南京) 铁路路堑试验段进行原位动载试验, 实测、评价、计算换填厚度下路基强度、弹性变形等动力学特性。结果表明, 在计算换填厚度条件下, 路基在200万次循环荷载作用下累计塑性变形为0.65 mm, 弹性变形最大为0.62 mm, 路基表现出了较好的稳定性和动力特性, 采用60 cm厚的石灰改良膨胀土填料换填路基能够满足强度、刚度要求, 按控制轨道变形方法计算换填厚度是合理的, 膨胀变形是路堑换填厚度的主要影响因素。
- 铁道工程 /
- 换填厚度 /
- 原位试验 /
- 膨胀土 /
- 路堑 /
- 有限元方法
Abstract: The inflexibility, intensity and deformation of expansive subgrade were taken into account, the reasonable replacement thickness of cutting in expansive soil area was deduced by expansive force balance theory and allowing rail deformation method, the expansive deformation of subgrade under different replacement thicknesses and expansive forces was researched by FEM, the inflexibility, intensity and deformation of subgrade were evaluated by in-situ test along Hefei-Nanjing railway in China. The result indicates that the muximum elastic deformation is 0.62 mm and the total plastic deformation is 0.65 mm when the subgrade is acted by 2 million times circular loads, the subgrade presents a good performance of stability and dynamics. It is feasible that the lime soil is taken as subgrade replacement material when its thickness is 60 cm, the expansive soil deformation is the main factor to determine the replacement thickness of cutting.
- railway engineering /
- replacement thickness /
- in-situ test /
- expansive soil /
- cutting /
- FEM

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图 1 有限元计算模型

Figure 1. Computation model of FEM

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图 2 路基变形

Figure 2. Subgrade deformation

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图 3 应力分布

Figure 3. Stress distribution

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图 4 路堑结构

Figure 4. Cutting structure

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图 5 路基动态加载方式

Figure 5. Dynamic loading model of subgrade

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图 6 弹性变形

Figure 6. Elastic deformation

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图 7 塑性变形

Figure 7. Plasticity deformation

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表 1 路基参数

Table 1. Subgrade parameters

位置	K₃₀/ (MPa·m^-1)	E₀/MPa	ρ/ (kg·m^-3)	μ	c/kPa	φ/ (°)
道床		100	2200	0.30	0.0	42.0
基床表层	190	100	2400	0.15	36.2	13.0
基床底层	110	54	2000	0.30	24.0	7.5
地基	60	46	1800	0.35	7.1	3.5
轨枕		15000	1269	0.18

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表 2 计算结果

Table 2. Computation result

计算断面	地基膨胀力/kPa	换填厚度/m	轨道变形/mm
1	30	0.6	0.758
2	50	0.4	1.856
3	50	0.5	1.554
4	50	0.6	1.251
5	60	0.6	1.497
6	70	0.5	2.168
7	70	0.6	1.744
8	70	0.7	1.317

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参考文献(7)

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