不同含水状态条件下泥化夹层−基岩界面剪切特性环剪实验研究

黄欧锦; 李麟玮; 郑爱淋; 向喜琼; 廖德武; 吴正超; 郑冰

doi:10.19509/j.cnki.dzkq.tb20250430

不同含水状态条件下泥化夹层−基岩界面剪切特性环剪实验研究

doi: 10.19509/j.cnki.dzkq.tb20250430

黄欧锦^{1a, 1b,},
李麟玮^{1a, 1b, ,},
郑爱淋^{1a, 1b},
向喜琼^{1a, 1b},
廖德武²,
吴正超²,
郑冰²

1a.
贵州大学：资源与环境工程学院
1b.
贵州大学：喀斯特地质资源与环境教育部重点实验室，贵阳 550025
2.
贵州地矿基础工程有限公司，贵阳 550081

基金项目: 国家自然科学基金项目（42367022）；贵州省科技计划项目(黔科合支撑[2023]一般127；黔科合基础-ZK[2023]一般066)；贵州大学引进人才科研项目（贵大人基合字（2021）36号；贵大人基合字（2021）39号）

详细信息

作者简介:
黄欧锦：E-mail：18934451402@163.com

通讯作者:
E-mail：lwli@gzu.edu.cn

计量
- 文章访问数: 212
- PDF下载量: 8
- 被引次数: 0
出版历程
- 收稿日期: 2025-09-25
- 录用日期: 2026-01-31
- 修回日期: 2025-12-18
- 网络出版日期: 2026-01-31

Ring shear tests on shear behavior of argillized interlayer–bedrock interfaces under different moisture conditions

HUANG Oujin^{1a, 1b
,},
LI Linwei^{1a, 1b
, ,},
ZHENG Ailin^{1a, 1b},
XIANG Xiqiong^{1a, 1b},
LIAO Dewu²,
WU Zhengchao²,
ZHENG Bing²

1a.
College of Resources and Environmental Engineering
1b.
Key Laboratory of Karst Georesources and Environment, Ministry of Education, Guizhou University, Guiyang 550025, China
2.
Guizhou Geology and Mineral Resources Basic Engineering Co., Ltd., Guiyang 550081, China

More Information

Author Bio:
E-mail：18934451402@163.com

Corresponding author: E-mail：lwli@gzu.edu.cn

摘要

摘要:
泥化夹层−基岩界面是岩质边坡中典型的薄弱结构面，界面抗剪强度对边坡整体稳定性起到控制性作用。
目的
现有研究大多单独开展界面粗糙度或含水状态对泥化夹层抗剪强度的影响分析，对二者耦合作用下界面峰值、残余抗剪强度与剪切变形行为的系统试验研究较为匮乏。本研究旨在揭示分形截距表征的界面粗糙度与含水状态共同作用下泥化夹层−基岩界面剪切力学响应，量化饱和作用带来的强度劣化特征。
方法
以贵州省贵阳市典型工程边坡泥化夹层−基岩界面为研究对象，采用 3D 打印结合混凝土浇筑制备 3 种不同分形截距（A=0.3918、0.4059、0.4263）的基岩粗糙界面，借助 KTL-IST 型环剪试验系统，在天然、饱和2种含水状态以及 100～400 kPa 法向应力条件开展界面环剪剪切试验，获取界面峰值与残余抗剪强度参数及剪切变形曲线。
结果
试验结果表明：天然状态下，界面峰值抗剪强度随分形截距增大显著提高，峰值内摩擦角由 35.0° 增至 47.7°，峰值黏聚力由 72.0 kPa 增至 103.4 kPa；残余内摩擦角随分形截距单调递增，残余黏聚力表现为非线性变化。饱和状态造成界面峰值强度整体劣化，400 kPa 法向应力下 3 种界面峰值强度衰减率依次为 11.2%，24.3%，21.6%；饱和后残余黏聚力与分形截距呈正相关，残余内摩擦角呈非线性变化；剪切曲线由天然状态的应变软化形态转变为周期性波浪式波动，波动幅度同时受土体颗粒特征与界面分形截距共同控制。
结论
研究阐明了分形截距与含水状态耦合条件下泥化夹层−基岩界面剪切强度演化规律，可为同类边坡界面失稳机理分析及防护工程设计提供试验参考。
- 泥化夹层 /
- 环剪试验 /
- 界面剪切 /
- 剪切强度 /
- 含水状态 /
- 分形截距
Abstract:
Objective
Argillized interlayer–bedrock interfaces represent typical weak structural planes in rock slopes, and their shear strength characteristics exert a dominant control over slope stability. Rainfall infiltration commonly alters the in-situ moisture conditions of such interfaces from natural to saturated, triggering strength deterioration and potential risks of slope failure. Existing studies have separately investigated the effects of interface roughness or moisture conditions on the shear strength of argillized interlayers. Nevertheless, systematic experimental investigations into their coupled effects on peak and residual shear strength as well as shear deformation behaviors at argillized interlayer–bedrock interfaces remain insufficient. This study aims to reveal the shear mechanical responses governed by interface roughness quantified via fractal intercept, together with moisture conditions, and to quantify the strength degradation characteristics induced by saturation.
Methods
The study focused on argillized interlayer–bedrock interfaces in a typical engineering slope in Guiyang, Guizhou Province. Three groups of bedrock specimens with distinct fractal intercepts (A = 0.3918, 0.4059, 0.4263) were prepared by adopting 3D-printed moulds followed by concrete pouring. A KTL-IST ring shear test system was utilized to conduct interface ring shear tests under natural and saturated moisture conditions, with normal stresses ranging from 100 kPa to 400 kPa. The ring shear setup enabled large-angle shear loading to obtain peak and residual shear strength parameters as well as complete shear deformation curves.
Results
The test results indicated that under natural moisture conditions, the peak shear strength of the interface rose remarkably with incresing fractal intercept. The peak internal friction angle increased from 35.0° to 47.7°, and peak cohesion grew from 72.0 kPa to 103.4 kPa. The residual internal friction angle increased monotonically with fractal intercept, while residual cohesion exhibited nonlinear variation. Saturation induced considerable degradation in peak interface shear strength. At the normal stress of 400 kPa, the peak strength attenuation rates for the three interfaces reached 11.2%, 24.3% and 21.6%, respectively. After saturation, residual cohesion showed a positive correlation with fractal intercept, whereas residual internal friction angle exhibited nonlinear variation. Moreover, the shear curves transformed from strain-softening patterns under natural conditions into regular periodic wave-like fluctuations after saturation. The fluctuation amplitude was jointly controlled by soil particle properties and the fractal intercept of bedrock interfaces.
Conclusion
This study clarifies the evolution patterns of shear strength at argillized interlayer–bedrock interfaces under the coupled effects of fractal intercept and moisture conditions. The findings can provide valuable references for mechanism interpretation of similar slope interface failure and the design of slope protection and mitigation engineering.
- argillized interlayer /
- ring shear test /
- interface shearing /
- shear strength /
- moisture conditions /
- fractal intercept

HTML全文

图 1 KTL-IST型界面剪切试验系统

Figure 1. KTL-IST-type interface shear test system

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图 2 研究区位置和地层出露特征

Figure 2. Location and stratigraphic outcrop characteristics of study area

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图 3 泥化夹层−基岩界面环剪试验试样装配设计

Figure 3. Specimen assembly design for ring shear tests of argillized interlayer–bedrock interfaces

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图 4 不同分形截距基岩界面轮廓设计

h₁，d₁，n₁分别为第1种粗糙度界面高度、底宽和锯齿个数；h₂，d₂，n₂分别为第2种粗糙度界面高度、底宽和锯齿个数；H₃，d₃，n₃分别为第3种粗糙度界面高度、底宽和锯齿个数；L₀为3种粗糙度界面总长

Figure 4. Profile design of bedrock interfaces with different fractal intercepts

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图 5 不同分形截距基岩界面混凝土试块

Figure 5. Concrete specimens with bedrock interfaces with different fractal intercepts

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图 6 环剪试验土样装填与仪器装配示意图

Figure 6. Schematic diagram of soil specimen preparation and apparatus assembly for ring shear tests

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图 7 天然状态下泥化夹层−基岩界面剪应力τ-剪切角度δ曲线

Figure 7. Shear stress τ–shear angle δ curves of argillized interlayer–bedrock interfaces under natural conditions

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图 8 天然状态下泥化夹层−基岩界面抗剪强度拟合线

Figure 8. Fitting lines of shear strength for argillized interlayer–bedrock interfaces under natural conditions

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图 9 天然状态下界面峰值强度−分形截距关系

Figure 9. Relationship between interface peak shear strength and fractal intercept under natural conditions

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图 10 天然状态下泥化夹层−基岩界面强度参数−分形截距关系

Figure 10. Relationship between strength parameters and fractal intercept for argillized interlayer–bedrock interfaces under natural conditions

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图 11 饱和状态下泥化夹层−基岩界面剪应力τ−剪切角度δ曲线

Figure 11. Shear stress τ–shear angle δ curves of argillized interlayer–bedrock interfaces under saturated conditions

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图 12 饱和状态下泥化夹层−基岩界面抗剪强度拟合线

Figure 12. Fitting lines of shear strength for argillized interlayer–bedrock interfaces under saturated conditions

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图 13 饱和状态下界面峰值强度−分形截距关系

Figure 13. Relationship between interface peak shear strength and fractal intercept under saturated conditions

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图 14 饱和状态下泥化夹层−基岩界面强度参数-分形截距关系

Figure 14. Relationship between strength parameters and fractal intercept for argillized interlayer–bedrock interfaces under saturated conditions

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图 15 剪切试验后试样形成的剪切带形态

Figure 15. Morphology of shear bands formed in specimens after shear tests

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表 1 泥化夹层原状土粒径组成

Table 1. Particle size distribution of undisturbed soil in argillized interlayer

粒径/mm	[1, 2]	[0.5, 1)	[0.25, 0.5)	[0.2, 0.25)	[0.1, 0.2)	[0.075, 0.1)	<0.075
w_B/%	0.3	4.5	12.1	3.9	6.7	2.2	70.3

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表 2 泥化夹层基本物理性质

Table 2. Basic physical properties of argillized interlayer soil

干密度/ (g·cm⁻³)	天然密度/(g·cm⁻³)	饱和密度/(g·cm⁻³)	天然含水率/%	饱和含水率/%	液限/%	塑限/%	塑性指数
1.69	1.91	2.12	13.0	25.2	37.0	20.0	17.02

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表 3 泥化夹层试样全岩分析结果

Table 3. Whole-rock XRD analysis results of argillized interlayer specimens w_B/%

黏土矿物总量	石英	钾长石	方解石	白云石
51.2	23.0	5.3	11.6	8.9

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表 4 泥化夹层试样黏土矿物分析结果

Table 4. Clay-mineral XRD analysis results of argillized interlayer specimens w_B/%

黏土矿物含量						伊/蒙混层比		绿/蒙混层比
蒙皂石	伊利石	高岭石	绿泥石	伊/蒙混层	绿/蒙混层	蒙皂石层	伊利石层	蒙皂石层	绿泥石层
0	48.4	2.4	9.3	35.2	4.7	35.0	65.0	50.0	50.0

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表 5 试验方案

Table 5. Test schemes

含水状态	试块编号	分形截距	法向应力/kPa
天然状态	I	0.39	100	200	300	400
	Ⅱ	0.40	100	200	300	400
	Ⅲ	0.43	100	200	300	400
饱和状态	I	0.39	100	200	300	400
	Ⅱ	0.40	100	200	300	400
	Ⅲ	0.43	100	200	300	400

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表 6 天然状态下泥化夹层−基岩界面抗剪强度及强度参数

Table 6. Shear strength and strength parameters of argillized interlayer–bedrock interfaces under natural conditions

强度类型	分形截距	试块编号	法向应力/kPa				黏聚力/kPa	内摩擦角/(°)	决定系数R²
强度类型	分形截距	试块编号	100	200	300	400	黏聚力/kPa	内摩擦角/(°)	决定系数R²
峰值强度	0.3918	I	141.15	205.53	294.37	343.90	72.0	35.0	0.99
	0.4059	Ⅱ	134.96	280.91	343.43	402.84	100.8	38.7	0.97
	0.4263	Ⅲ	150.77	407.02	457.54	501.76	103.4	47.7	0.82
残余强度	0.3918	I	64.97	83.41	136.84	188.42	10.6	23.7	0.96
	0.4059	Ⅱ	81.41	143.67	193.00	240.27	33.1	27.9	0.99
	0.4263	Ⅲ	70.00	153.00	237.00	259.50	17.7	33.2	0.95

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表 7 饱和状态下泥化夹层−基岩界面抗剪强度及强度参数

Table 7. Shear strength and strength parameters of argillized interlayer–bedrock interfaces under saturated conditions

强度类型	分形截距	试块编号	法向压力/kPa				粘聚力/kPa	内摩擦角/(°)	决定系数R²
强度类型	分形截距	试块编号	100	200	300	400	粘聚力/kPa	内摩擦角/(°)	决定系数R²
峰值强度	0.3918	I	125.37	219.39	241.00	309.29	80.4	29.7	0.95
	0.4059	Ⅱ	145.45	207.74	268.65	324.20	87.2	31.0	0.99
	0.4263	Ⅲ	191.94	225.49	341.51	412.58	98.4	37.9	0.96
残余强度	0.3918	I	86.78	137.77	193.06	240.80	21.6	31.0	0.99
	0.4059	Ⅱ	96.07	138.90	190.35	240.74	45.2	26.1	0.99
	0.4263	Ⅲ	97.79	153.62	213.55	256.05	46.6	27.9	0.99

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表 8 不同法向应力下界面峰值强度衰减率

Table 8. Attenuation rates of interface peak shear strength under different normal stresses

试块编号	峰值强度衰减率/%
试块编号	法向应力100 kPa	法向应力200 kPa	法向应力300 kPa	法向应力400 kPa
I	10.2	12.5	11.8	11.2
Ⅱ	22.1	23.4	24.0	24.3
Ⅲ	20.5	21.8	21.9	21.6

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