移动简谐荷载作用下层状道路结构的安定下限分析

林缘祥; 郑俊杰; 后如意; 方昊

doi:10.11779/CJGE202211008

移动简谐荷载作用下层状道路结构的安定下限分析 English Version

华中科技大学岩土与地下工程研究所, 湖北武汉 430074

基金项目:

国家自然科学基金项目 51878313

国家自然科学基金项目 52078236

详细信息

作者简介:
林缘祥(1996—)，男，博士研究生，主要从事交通岩土工程方面的研究。E-mail：ce_linyx@hust.edu.cn

通讯作者:
郑俊杰，E-mail: zhengjj@hust.edu.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2021-09-06
- 网络出版日期: 2022-12-08
- 刊出日期: 2022-10-31

Lower shakedown limits of layered road structures under moving harmonic loads

Institute of geotechnical and underground engineering, Huazhong University of Science and Technology, Wuhan 430074, China

摘要

摘要: 为了研究移动简谐荷载作用下层状道路结构的安定性问题，先通过傅里叶变换方法和数值积分求得三维层状道路结构在时间–空间域内的动力响应，然后考虑饱和土层的有效应力场而不是总应力场，对现有的静力安定理论和安定极限求解方法进行改进，提出了有效安定极限的概念，并与考虑总应力的安定极限求解方法进行了对比分析。此外，针对饱和土层选取不同的有效内摩擦角，分别研究了荷载移动速度、荷载频率以及道路面层刚度对层状道路结构的有效安定极限和有效临界深度的影响规律。结果表明：有效安定极限与考虑总应力的安定极限求解方法得到的安定极限有明显差异；而且在荷载移动速度较大时，有效临界深度比考虑总应力的安定求解方法得到的临界深度更深。有效安定极限的求解方法更适用于包含饱和土层的层状道路结构设计和安全评估。
- 安定性分析 /
- 层状道路结构 /
- 饱和土 /
- 静力安定定理 /
- 有效应力
Abstract: The shakedown limits of layered road structures subjected to a moving harmonic load are studied. The inverse Fourier transform and the numerical integration are used to obtain the dynamic responses of a three-dimensional layered road structure in the time and space domain. Considering the effective stress field of saturated subsoil instead of the total stress field, the existing static shakedown theorem and the solving method for the shakedown limits are improved, and the concept of the effective shakedown limit is proposed and compared with the solving method for the shakedown limits considering the total stress. In addition, different effective internal friction angles are selected for the saturated soil layer, and the influences of load-moving speed, load frequency and pavement stiffness on the effective shakedown limit and effective critical depth of the layered road structure are studied respectively. The results show that there is a significant difference between the effective shakedown limits and the shakedown limits obtained by the solving method for the shakedown limits considering the total stress. Moreover, the effective critical depth is deeper than that obtained by the solving method for the shakedown limits considering the total stress when the load-moving speed is relatively high. The proposed method for solving the effective shakedown limits is more suitable for the design and safety assessment of layered road structures containing saturated soil layers.
- shakedown analysis /
- layered road structure /
- saturated soil /
- static shakedown theorem /
- effective stress

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图 1 确定有效安定极限的流程图

Figure 1. Flow chart for determining effective shakedown limit

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图 2 道路结构示意图

Figure 2. Diagram of road structure

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图 3 层状饱和多孔介质计算模型

Figure 3. Computational model for layered saturated porous media

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图 4 层状半空间计算模型

Figure 4. Computational model for layered half space

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图 5 本文计算结果与文献[17]对比

Figure 5. Comparison between calculated results and Reference[17]

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图 6 荷载移动速度对安定极限的影响

Figure 6. The influence of load moving speed on shakedown limit

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图 7 荷载移动速度对有效安定极限的影响

Figure 7. Influences of load-moving speed on effective shakedown limit

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图 8 荷载移动速度对临界深度的影响

Figure 8. The influence of load moving speed on critical depth

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图 9 荷载移动速度对有效临界深度的影响

Figure 9. The influence of load moving speed on effective critical depth

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图 10 道路面层刚度对有效安定极限的影响

Figure 10. The influence of pavement stiffness on effective shakedown limits

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图 11 道路面层刚度对有效临界深度的影响

Figure 11. The influence of pavement stiffness on effective critical depth

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图 12 荷载频率对有效安定极限的影响

Figure 12. The influence of load frequency on effective shakedown limit

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图 13 荷载频率对有效临界深度的影响

Figure 13. The influence of load frequency on effective critical depth

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表 1 层状道路结构的物理力学参数

Table 1 Physical and mechanical parameters of layered road structures

道路结构	μ/(N·m^-2)	λ/(N·m^-2)	M/(N·m^-2)	α	ϕ	ρ_s/(kg·m^-3)	ρ_f/(kg·m^-3)	α_∞	b_p/(N·s²m^-3)	H/m	c/kPa	$c'$ /kPa	$\varphi$ /(°)	$\varphi$ ′/(°)
道路面层	50.0×10⁷	33.30×10⁷	1.0×10^-4	1.0×10^-4	1.0×10^-4	2.5×10³	1.0×10^-4	1.0×10^-4	1.0×10^-4	0.2	1000	—	30	—
道路基层	20.0×10⁷	30.00×10⁷	1.0×10^-4	1.0×10^-4		2.0×10³	1.0×10^-4	1.0×10^-4	1.0×10^-4	0.2	400	—	30	—
路基	1.0×10⁷	2.33×10⁷	2.4×10⁸	9.7×10^-1	4.0×10^-1	2.0×10³	1.0×10³	1.0	2.0×10⁸	5.0	20	16	10~40	12~48
路基	2.0×10⁷	4.67×10⁷	2.4×10⁸	9.7×10^-1	3.0×10^-1	2.0×10³	1.0×10³	1.0	2.0×10⁸	10.0	20	16	10~40	12~48

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