低应力和湿化路径下膨胀土的力学行为与本构模拟

周葆春; 江星澐; 马全国; 单丽霞; 王江伟; 李颖; 易先达; 孔令伟

doi:10.11779/CJGE20240079

低应力和湿化路径下膨胀土的力学行为与本构模拟 English Version

1.
信阳师范大学河南省非饱和土与特殊土工程技术研究中心/建筑与土木工程学院, 河南信阳 464000
2.
中国科学院武汉岩土力学研究所, 湖北武汉 430071

基金项目:

国家自然科学基金项目 11772290

国家自然科学基金项目 51009118

详细信息

作者简介:
周葆春(1978—)，男，教授，主要从事非饱和土与特殊土力学及工程研究。E-mail: zhoubc@xynu.edu.cn

中图分类号: TU443
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出版历程
- 收稿日期: 2024-01-23
- 网络出版日期: 2024-07-23
- 刊出日期: 2025-03-31

Mechanical behavior and constitutive modelling of expansive soils under conditions of wetting and low confining stress

1.
Henan Unsaturated Soil and Special Soil Engineering Technology Research Center, College of Architecture and Civil Engineering, Xinyang Normal University, Xinyang 464000, China
2.
Institute of Rock and Soil Mechanics, Chinese Academy of Sciences, Wuhan 430071, China

摘要

摘要: 膨胀土典型变形与破坏现象通常发生在低应力和湿化路径共同作用下，有必要深入研究从非饱和到饱和、从湿化到破坏的膨胀土力学行为及其湿载耦合效应规律。为此，以双压力室非饱和土三轴试验系统、Fredlund土水特征曲线仪为主要平台，开展系统的控制吸力的湿载耦合试验，历时近800 d，获得了低应力和湿化路径下荆门黄褐色中膨胀土持水、变形、破坏等力学行为规律。在此基础上，采用Barcelona basic model描述其湿载共同作用下的应力-应变-强度行为，采用van Genuchten模型描述其非饱和渗流行为。结合10 a来该土样的其它试验结果，标定了低应力和湿化路径下荆门黄褐色中膨胀土完整的13个BBM参数以及VG模型参数。本构模拟结果表明上述模型与参数能够较好再现低应力和湿化路径下该膨胀土的力学行为。
- 非饱和土 /
- 湿载耦合 /
- 非饱和应力-应变-强度行为 /
- 非饱和渗流 /
- Barcelona模型 /
- van Genuchten模型
Abstract: Typical deformation and failure of expansive soils usually occur under conditions of wetting and low confining stress. However, the mechanisms of coupling between mechanical and hydrological behaviors under those conditions are still obscure. Therefore, the soil water retention, volume change and strength behavior of expansive soils are investigated through systematically designed suction-controlled hydro-mechanical coupled tests under varying saturation conditions along wetting path. The test program involves with the instruments including the double-cell unsaturated soil triaxial test system and the Fredlund soil water characteristic devices. The tests last almost 800 days, and the soil water retention, volume change, and strength behavior of Jingmen medium swelling soil under conditions of wetting and low confining stress are acquired. The Barcelona basic model is used to describe the unsaturated stress-strain-strength behavior under those conditions. The van Genuchten model is used to describe the unsaturated seepage process. Combined with the other test results of the soil over the past 10 years, the complete 13 BBM parameters and VG model parameters of Jingmen medium swelling soil under those conditions are calibrated. The constitutive modelling shows that the above models and parameters can reproduce the mechanical behavior of the soil under conditions of wetting and low confining stress effectively. The aim of this study is to improve the prediction capability of the related expansive soil problems, e.g., rainfall-induced landslides and deformations of pavement.
- unsaturated soil /
- hydro-mechanical coupling /
- unsaturated stress-strain-strength behavior /
- unsaturated seepage /
- Barcelona basic model /
- van Genuchten model

HTML全文

致谢: 感谢信阳师范大学建筑与土木工程学院已毕业的硕士研究生赵鑫鑫、郎梦婷、李政在三轴试验过程中所做的工作。感谢北京双杰特科技有限公司杜基俊工程师在试验过程中给予的技术支持。

图 1 非饱和土三轴试验系统

Figure 1. Triaxial test system for unsaturated soils

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图 2 非饱和三轴试验吸力-应力路径

Figure 2. Suction-stress path of triaxial tests on unsaturated soils

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图 3 控制吸力吸湿阶段进水量-体积膨胀量-时间关系

Figure 3. Water inflow-volumetric expansion-time relationship of specimens during stages of suction-controlled wetting

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图 4 吸湿过程中含水率-孔隙比-吸力关系

Figure 4. Water content-void ratio-equilibrium suction relationship of specimens during wetting

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图 5 剪切过程中试样水量变化-体积变化-饱和度-轴向应变关系

Figure 5. Water inflow/outflow-volume change-saturation-axial strain relationship of specimens during shearing

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图 6 剪切过程中试样偏应力-体应变-轴向应变关系

Figure 6. Deviatoric stress-volumetric strain-axial strain relationship of specimens during shearing

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图 7 非饱和三轴压缩试验结束后的试样

Figure 7. Soil specimens after unsaturated triaxial compression tests

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图 8 控制吸力吸湿阶段进水量-时间关系Hydrus数值模拟

Figure 8. Hydrus simulation of water inflow-time relationship of specimens during stages of suction-controlled wetting

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图 9 剪切过程中试样偏应力-体应变-轴向应变关系的BBM再现结果

Figure 9. Reproduced results by BBM for deviatoric stress-volumetric strain-axial strain relationship of specimens during shearing

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图 10 α对BBM再现结果的影响

Figure 10. Effects of α on reproduced results by BBM

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表 1 试验用土的物理性质指标

Table 1 Physical property indices of test soil

相对质量密度G_s	液限/%	塑限/%	塑性指数	USCS定名	比表面积/(m²·g^-1)	阳离子交换量/(mmol·kg^-1)	标准吸湿含水率/%	自由膨胀率/%
2.75	63	26	37	CH	236.5	309	7.3	75

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表 2 试验用土的颗粒组成

Table 2 Particle component of test soil 单位: %

> 0.075 mm	0.005~0.075 mm	0.002~0.005 mm	< 0.002 mm
2.1	47.4	21.5	29.0

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表 3 试验用土的矿物成分

Table 3 Mineral composition of test soil 单位: %

石英	钾长石	斜长石	铁白云石	重晶石	高岭石	伊利石	绿泥石	伊/蒙混层
45.6	3.2	5.6	0.5	2.5	0.5	7.0	0.4	34.6

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表 4 试验用土的阳离子质量摩尔浓度

Table 4 Mass molarity of cation of test soil 单位: mmol/kg

Na⁺	K⁺	Ca²⁺	Mg²⁺
6.8	6.4	85.2	25.4

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表 5 制样控制指标及制样完成后的物理性质指标

Table 5 Controlling indices of specimen preparation and physical property parameters of specimens

压实度/%	重力含水率w/%	干密度/(g·cm^-3)	饱和度S_r/%	孔隙比e
80	17.0	1.49	55.1	0.848

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表 6 吸湿阶段三轴试样含水率-孔隙比-净围压-吸力关系

Table 6 Water content-void ratio-net confining pressure-equilibrium suction relationship of unsaturated triaxial specimens during stages of suction-controlled wetting

吸力/kPa	σ₃-u_a=10 kPa			σ₃-u_a=25 kPa			σ₃-u_a=50 kPa
吸力/kPa	w/%	e	S_r/%	w/%	e	S_r/%	w/%	e	S_r/%
80	24.5	1.000	67.4	24.4	0.993	67.6	23.8	0.960	68.2
40	26.1	1.031	69.6	25.9	1.023	69.6	25.6	0.988	71.3
10	29.3	1.093	73.7	29.1	1.085	73.8	28.8	1.041	76.1

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表 7 吸湿阶段的SWCC

Table 7 SWCCs during wetting

吸力/%	w /%	e	S_r/%
1000	19.7	0.897	60.4
500	21.1	0.925	62.7
200	23.3	0.972	65.9
100	25.1	1.022	67.5
80	25.8	1.049	67.6
40	27.2	1.062	70.4
10	31.0	1.111	76.7
0	39.7	1.151	94.9

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表 8 吸湿阶段结束后三轴试样体积质量参数

Table 8 Volume and mass parameters of triaxial specimens after wetting

净围压/kPa	干土质量/g	试样质量/g	试样高度/mm	试样体积/cm³
10	144.334	186.624	85.71	109.85
25	143.968	185.863	85.36	109.15
50	144.433	186.030	84.64	107.20

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表 9 破坏应力点及其物性指标

Table 9 Stress values and indices to physical property of failure points

$({u_{\text{a}}} - {u_{\text{w}}})$ /kPa	$({\sigma _{\text{3}}} - {u_{\text{a}}})$ /kPa	${({\sigma _{\text{1}}} - {\sigma _{\text{3}}})_{\text{f}}}$ /kPa	w/%	e	S_r/%
10	10	49.2	29.9	1.030	80.0
10	25	67.3	29.6	1.020	79.7
10	50	95.8	28.8	0.976	81.2

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表 10 BBM中符号定义与参数取值

Table 10 Description of symbols in BBM and model parameters

符号	符号定义	参数取值
$\varepsilon _{{\text{vp}}}^{\text{e}}$	净平均正应力相关弹性体应变
$\varepsilon _{{\text{vs}}}^{\text{e}}$	吸力相关弹性体应变
$\varepsilon _{{\text{vp}}}^{\text{p}}$	净平均正应力相关塑性体应变
$\varepsilon _{{\text{vs}}}^{\text{p}}$	吸力相关塑性体应变
$\varepsilon _{\text{s}}^{\text{e}}$	弹性偏应变
$\varepsilon _{\text{s}}^{\text{p}}$	塑性偏应变
p	净平均正应力，(σ₁+2σ₃)/3-u_a
q	偏应力（广义剪应力），σ₁-σ₃
s	吸力，u_a-u_w
ν	比体积，1+e
e	孔隙比
N(s)	与吸力相关的p = p^c下比体积ν
N(0)	饱和状态p = p^c下比体积ν
λ(s)	与吸力相关的净平均正应力对数硬化模量
p₀	与吸力相关的先期固结压力
λ(0)	饱和净平均正应力对数硬化模量	0.0242
κ	净平均正应力等向膨胀指数	0.0186
r	净平均正应力对数硬化模量相关参数	0.42
β	净平均正应力对数硬化模量相关参数	0.009
p₀*	饱和先期固结压力	8 kPa
λ_s	吸力对数硬化模量	0.055
κ_s	吸力等向膨胀指数	0.039
s₀	吸力硬化参数	38.3 kPa
p^c	参考应力	4 kPa
G	剪切模量	5 MPa
M	临界状态有效应力比	0.84
k	黏聚力随吸力变化的相关参数	3.2
α	流动法则相关参数	3.7
p_at	大气压力	101.3 kPa

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