基于统一状态参数模型的砂中柱孔扩张分析

刘贯飞; 雷胜友

doi:10.16030/j.cnki.issn.1000-3665.202210044

基于统一状态参数模型的砂中柱孔扩张分析

刘贯飞^1,2,,
雷胜友^1, ,

1.
长安大学公路学院，陕西西安　710064

2.
中国十九冶集团有限公司，四川成都　610031

基金项目: 国家自然科学基金项目（59479017）；铁道部科技研究开发项目（2010G003-F）

详细信息

作者简介: 刘贯飞（1989-），男，博士研究生，主要从事土力学与深基础承载力的研究工作。E-mail：lguanfei89@chd.edu.cn

通讯作者: 雷胜友（1965-），男，教授，博士，主要从事土力学、加筋土强度等方面的研究工作。E-mail：rongrong11085310@sina.com

中图分类号: TU473

收稿日期: 2022-10-19

修回日期: 2023-02-13

刊出日期: 2023-11-15

An analysis of cylindrical cavity expansion in sand based on a unified state parameter model

LIU Guanfei^1,2,,
LEI Shengyou^1, ,

1.
School of Highway, Chang’an University, Xi’an, Shaanxi　710064, China

2.
China 19th Metallurgical Corporation, Chengdu, Sichuan　610031, China

More Information

Corresponding author: LEI Shengyou, rongrong11085310@sina.com

Received Date: 19 October 2022

Revised Date: 13 February 2023

Publish Date: 15 November 2023

摘要

摘要:
目前关于不同初始状态砂土砂中柱孔扩张的研究结果还缺乏更深层次的分析，并且由于没有考虑砂土屈服面形状因素的影响，造成许多研究成果难以在不同类型砂土中推广。采用统一状态参数模型（clay and sand model，CASM）和Rowe剪胀方程来描述砂的弹塑性变形特点，结合大变形理论并引入辅助变量，推导了基于拉格朗日描述的弹塑性区内砂土体积和有效应力的一阶偏微分方程组，在此基础上结合弹塑性区的边界条件和柱孔扩张弹性解，建立了饱和砂中的排水柱孔扩张半解析解。结果表明，CASM可以通过改变应力状态参数n和间距比r^*的值使砂的屈服面形状发生改变，进而使文中解答能够用于不同类型饱和砂中的排水柱孔扩张计算，其中n、r^*值越大，松砂初次屈服时的偏应力和后续砂中的扩孔压力越大，但中密、密实砂土中的情况与松砂完全相反。极限扩孔压力随砂土初始状态参数的减小而增大，相应的砂土体积也从一直剪缩变为先剪胀后剪缩，弹塑性区半径先减小后增大，硬化行为从一直硬化变为先软化后硬化。静止侧压力系数增大时，极限扩孔压力也增大，但对砂的体积变化规律影响不大。本研究可为相关岩土工程问题分析提供可靠理论支持。
- 柱孔扩张 /
- 砂土 /
- 统一状态参数模型 /
- 屈服面形状 /
- 拉格朗日描述
Abstract:
The current studies of the cylindrical cavity expansion in sand still lack a deeper analysis for the results obtained in sands with different initial states. In addition, most of previous studies have not considered the influence of the shape of yield surface of sand, which made their results difficult to be popularized in different types of sand. In order to obtain a general solution to expansion of cylindrical cavity in sand under the drained condition, a unified state parameter model - clay and sand model (CASM) with Rowe’s stress–dilatancy relation is used to describe the characteristics of elastic-plastic deformation of sand. By employing that large strain occurs in sand and introducing an auxiliary variable, several partial differential equations to calculate the effective stress and specific volume of sand in the elastoplastic zone are derived on the basis of the Lagrangian description.Under the elastic-plastic boundary conditions and the elastic solution of cylindrical cavity expansion, a semi-analytical solution for drained cylindrical cavity expansion in sand is obtained by solving the governing equations numerically. The results show that the solution of cylindrical cavity expansion established in this paper can be used in many types of sand by changing the values of stress-state parameter n and spacing ratio r^* to select an appropriate shape of yield surface of sand, and the greater the values of n, r^* are, the greater the initial yield deviatoric stress of loose sand and the subsequent expansion pressure, but these situations will reverse in medium dense and dense sand. The ultimate expansion pressure increases with the decreasing initial state parameter of the sand, and together with the volume variation rule of sand changes from always contraction into dilatation first and then contraction, the radius of the elastic-plastic zone decreases first and then increases, and the hardening response of sand changes from always hardening into softening first and then hardening. The ultimate expansion pressure increases with the increasing coefficient of earth pressure at rest of sand, but the volume change law of sand has little change. This study provides a reliable theoretical support for the analysis of related geotechnical engineering problem.
- cylindrical cavity expansion /
- sand /
- unified state parameter model /
- the shape of yield surface /
- Lagrangian description

HTML全文

图 1 砂中排水柱孔扩张示意

Figure 1.

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图 2 土体状态参数的描述

Figure 2.

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图 3 不同n值情况下的 CASM模型屈服面形状

Figure 3.

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图 4 ψ₀值对Ticino砂中柱孔扩张结果的影响

Figure 4.

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图 5 a/a₀ = 2时孔周的径向、环向、竖向有效应力分布

Figure 5.

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图 6 n值对Ticino砂中柱孔扩张结果的影响（r*=108.6）

Figure 6.

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图 7 不同n值时孔壁处砂土的p′-q应力路径（r*=108.6）

Figure 7.

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图 8 r^*值对Ticino砂中柱孔扩张结果的影响（n=2）

Figure 8.

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图 9 不同r^*值时孔壁处砂土的p′-q应力路径（n=2）

Figure 9.

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图 10 不同n值或r^*值时Ticono砂的屈服面形状

Figure 10.

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图 11 K₀值对Ticino砂中柱孔扩张结果的影响

Figure 11.

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图 12 参数n和r^*的确定

Figure 12.

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图 13 计算所得锥尖阻力与实测对比

Figure 13.

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