考虑时间效应的超固结非饱和土弹黏塑性本构模型及其验证

苏彦林; 蔡国庆; 刘祎; 单冶鹏; 李舰

doi:10.11779/CJGE20220292

考虑时间效应的超固结非饱和土弹黏塑性本构模型及其验证 English Version

苏彦林^{1, 2,},
蔡国庆^{1, 2, ,},
刘祎^{1, 2},
单冶鹏^{1, 2},
李舰^{1, 2}

1.
北京交通大学城市地下工程教育部重点实验室, 北京 100044
2.
北京交通大学土木建筑工程学院, 北京 100044

基金项目:

国家自然科学基金项目 U2034204

国家自然科学基金项目 52078031

北京市自然科学基金 8202038

中央高校基本科研业务费项目 2020JBM048

中央高校基本科研业务费项目 2020CZ002

中央高校基本科研业务费项目 2021YJS122

详细信息

作者简介:
苏彦林(1993—)，男，博士研究生，主要从事非饱和土力学方面的研究工作。E-mail: 20115027@bjtu.edu.cn

通讯作者:
蔡国庆, E-mail: guoqing.cai@bjtu.edu.cn

中图分类号: TU43
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出版历程
- 收稿日期: 2022-03-17
- 网络出版日期: 2023-02-15
- 刊出日期: 2023-05-31

Elastic-viscoplastic constitutive model for overconsolidated unsaturated soils considering time effects and its verification

SU Yanlin^{1, 2,},
CAI Guoqing^{1, 2, ,},
LIU Yi^{1, 2},
SHAN Yepeng^{1, 2},
LI Jian^{1, 2}

1.
Key Laboratory of Urban Underground Engineering of Ministry of Education, Beijing Jiaotong University, Beijing 100044, China
2.
School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China

摘要

摘要: 时间效应对超固结非饱和土的力学和变形特性影响较大，建立考虑时间效应的超固结非饱和土弹黏塑性本构模型，对于准确分析超固结非饱和土时间相依变形特性具有重要意义。以超固结土统一硬化模型为基础框架，建立了一个同时考虑固结度、基质吸力、时间效应的超固结非饱和土弹黏塑性本构模型。首先，根据超固结土弹塑性变形特性，引入统一硬化参数对一维弹黏塑性本构模型进行修正，建立了连续加载条件下超固结土弹黏塑性本构模型；其次，采用非饱和土巴塞罗那模型屈服面，结合过应力理论，建立了考虑时间效应和基质吸力影响的弹黏塑性模型。与巴塞罗那模型相比，额外引入了与时间效应相关的黏滞系数。模型验证和试验数据对比结果表明，该模型能够合理地预测超固结非饱和土时间相依变形特性。
- 超固结 /
- 非饱和土 /
- 基质吸力 /
- 时间效应 /
- 过应力理论 /
- 弹黏塑性
Abstract: The time effects have a significant influence on the deformation characteristics of the overconsolidated unsaturated soils. Establishing an elastic-viscoplastic constitutive model for the overconsolidated unsaturated soils considering the time effects is of great significance for accurately analyzing the time-dependent deformation characteristics. Based on the unified hardening model for the overconsolidated soils, an elasto-viscoplastic constitutive model for the overconsolidated unsaturated soils is established, considering the degree of consolidation, matric suction and time effects. Firstly, according to the elasto-plastic deformation characteristics of the overconsolidated soils, the one-dimensional elasto-viscoplastic constitutive model for the overconsolidated soils under continuous loading condition is modified by introducing the unified hardening parameters. Secondly, by using the Barcelona model yield surface of the unsaturated soils and based on the over-stress theory, an elasto-viscoplastic model considering the time effects and the influences of suction is established. Compared with the Barcelona model, an additional viscosity coefficient related to the time effects is introduced. The comparative results of model verification and experimental data show that the proposed model can reasonably predict the time-dependent deformation characteristics of the overconsolidated unsaturated soils.
- overconsolidation /
- unsaturated soil /
- matrix suction /
- time effect /
- overstress theory /
- elasto-viscoplasticity

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图 1 一维弹黏塑性模型中弹性线、参考时间线、等效时间

Figure 1. Elastic line, reference time line and equivalent time in one-dimensional elasto-viscoplastic model

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图 2 连续加载条件下应力-应变关系

Figure 2. Stress-strain relationship under continuous loading

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图 3 当前屈服面和参考屈服面示意图

Figure 3. Schematic diagram of current yield surface and reference yield surface

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图 4 状态密度参数ξ的求解方法示意图

Figure 4. Schematic diagram of method for solving state density parameter ξ

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图 5 模型预测结果与试验数据对比

Figure 5. Comparison between model prediction results and experimental data

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图 6 不同应变率加载的应力应变关系对比曲线

Figure 6. Comparison curves of stress-strain relationship under different strain rates

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图 7 不同应变率加载的应力路径对比曲线

Figure 7. Comparison curves of stress paths loaded with different strain rates

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图 8 不同超固结度应力应变关系对比曲线

Figure 8. Comparison curves of stress-strain relationship with different over-consolidation degrees

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图 9 不同超固结度归一化应力路径对比曲线

Figure 9. Comparison curves of normalized stress paths for different over-consolidation degrees

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图 10 不同吸力下试样的应力应变关系对比曲线

Figure 10. Comparison curves of stress-strain relationship of samples under different suction

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图 11 不同应变率加载的应力应变关系对比曲线

Figure 11. Comparison curves of stress-strain relationship under different strain rates

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表 1 超固结非饱和粉土CRS试验分组

Table 1 CRS test groups of overconsolidated unsaturated silty soil

吸力s/kPa	净围压 ${\sigma _3}$ /kPa	初始含水量w/%	初始孔隙比e₀	超固结比OCR
100	50	13.6	0.68	11
100	100	10.5	0.74	5.5
200	50	10.8	0.70	11
200	100	10.0	0.70	5.5
300	50	10.1	0.70	11
300	100	10.6	0.71	5.5

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表 2 香港海岸沉积黏土试验分组

Table 2 Test groups for Hong Kong coastal sedimentary clay

先期固结压力p₀/kPa	净围压 ${\sigma _3}$ /kPa	轴向应变速率/(%/min)	超固结比(OCR)
400	400	0.25	1
400	400	0.025	1
400	400	0.0025	1
200	100	0.025	2
400	100	0.025	4
800	100	0.025	8

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表 3 非饱和高岭土CRS试验分组

Table 3 CRS test groups for unsaturated kaolin

试验编号	吸力s/kPa	净围压 ${\sigma _3}$ /kPa	轴向应变速率/(%·min^-1)
CW_20_1	20	100	0.1
CW_20_2	20	100	1.0
CW_200_1	200	100	0.1
CW_400_1	400	100	0.1

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