顺层深路堑边坡滑带土强度特性和基底预留厚度预警分析

高峰; 陈爱云; 许方党; 杨亮; 汪洋

doi:10.19509/j.cnki.dzkq.tb20220628

顺层深路堑边坡滑带土强度特性和基底预留厚度预警分析

doi: 10.19509/j.cnki.dzkq.tb20220628

高峰^1a,,
陈爱云²,
许方党³,
杨亮^1b,
汪洋^1b, ,

1a.
中国地质大学(武汉)地质调查研究院, 武汉 430074
1b.
中国地质大学(武汉)工程学院, 武汉 430074
2.
中铁第四勘察设计院集团有限公司, 武汉 430063
3.
浙江省地矿科技有限公司, 杭州 310007

基金项目:

湖北省科技厅重点研发项目 2021BCA219

中铁第四勘察设计院集团有限公司科学技术研究项目 2020K114

详细信息

作者简介:
高峰, E-mail: gaof507@163.com

通讯作者:
汪洋, E-mail: wangyangcug@126.com

中图分类号: P642.22
计量
- 文章访问数: 115
- PDF下载量: 10
- 被引次数: 0
出版历程
- 收稿日期: 2022-11-08
- 录用日期: 2023-03-23
- 修回日期: 2023-03-07

Strength characteristics of the sliding zone soil of bedding deep cutting slopes and early warning analysis of the reserved thickness of the base

GAO Feng^{1a
,},
CHEN Aiyun²,
XU Fangdang³,
YANG Liang^1b,
WANG Yang^{1b
, ,}

1a.
Institute of Geological Survey, China University of Geosciences(Wuhan), Wuhan 430074, China
1b.
Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China
2.
China Railway Siyuan Survey and Design Group Co., Ltd., Wuhan 430063, China
3.
Zhejiang Geology and Mineral Technology Co., Ltd., Hangzhou 310007, China

More Information

Author Bio:
GAO Feng, E-mail: gaof507@163.com

Corresponding author: WANG Yang, E-mail: wangyangcug@126.com

摘要

摘要:
含软弱夹层的顺层深路堑边坡在边坡工程中普遍存在, 滑带土强度和基底预留厚度(开挖边坡基底到软弱夹层的距离)是影响其稳定性的2个关键性因素。以杨宣(杨柳-宣城)高速K42路堑边坡为例, 分析了边坡变形演化过程和基底隆起变形特征, 通过适合研究大剪切位移下土体抗剪强度的环剪试验揭示了边坡深部滑带土的特性, 应用滑带土的饱和残余强度参数进行了边坡开挖基底预留厚度分析。结果表明: K42滑带土有明显的应变软化特性, 且法向应力越小滑带土应变软化特性表现越明显; 由峰值抗剪强度到残余抗剪强度, 黏聚力和内摩擦角均表现出衰减效应, 且黏聚力衰减程度大于内摩擦角; 滑带土残余抗剪强度参数中的残余黏聚力随剪切速率的变化很小, 而残余内摩擦角和剪切速率呈对数函数φ=0.130 3lnv+7.319 7关系变化, 当剪切速率 < 2 mm/min时, 滑带土残余抗剪强度参数对剪切速率较为敏感, 反之敏感性较差; 最后, 依据边坡不同临界状态的回归方程h₁、h₂、h₃将不同坡率下的基底预留厚度分成A(失稳)、B(欠稳定)、C(基本稳定)以及D(稳定)4个区, 并且在此基础上建立了基底预留厚度判据和边坡开挖基底预留厚度预警模型。
- 软弱夹层 /
- 深路堑边坡 /
- 滑带土 /
- 残余强度 /
- 基底预留厚度 /
- 预警模型
Abstract: Objective
Bedding deep cutting slopes containing weak interlayers are commonly found in slope engineering, whose stability is influenced by two key factors: The strength of the sliding zone soil and the reserved thickness of the base (the distance from the base of an excavated slope to the weak interlayer).
Methods
In this research, taking the K42 cutting slope of the Yang-Xuan Expressway as an example, the evolution process of slope deformation was analyzed, especially the characteristics of basal heave deformation. The properties of the deep sliding zone soil in the slope were revealed by ring shear tests, which are suitable for studying the shear strength of soil that has experienced large shear displacements. Moreover, the residual strength parameters of the saturated sliding zone soil were applied to analyze the reserved thickness of the base.
Results
The results show that sliding zone soils exhibit obvious strain softening characteristics, which become more evident as the normal stress decreases. As the soil shear strength transitions from peak strength to residual strength, both the cohesion force and internal friction angle decrease, with the cohesion force decreasing to a greater extent than the internal friction angle. The residual cohesion force of sliding zone soil varies slightly with the shear rate, while the relationship between the residual internal friction angle and shear rate varies as a logarithmic function. When the shear rate is less than 2 mm/min, the residual shear strength parameter of sliding zone soil is more sensitive to the shear rate and vice versa.
Conclusion
Furthermore, according to the regression equations of the critical states of slope stability, the reserved thickness of the base under different slope rates was divided into four zones: A (extremely unstable zone), B (unstable zone), C (basically stable zone) and D (stable zone), and based on this, the criterion and early warning model of the reserved thickness of the base for slope excavation were established.
- weak interlayer /
- deep cutting slope /
- sliding zone soil /
- residual strength /
- reserved thickness of the base /
- early warning model
注释:

所有作者声明不存在利益冲突。

HTML全文

图 1 K42边坡工程地质平面图

Figure 1. Engineering geology plan of the K42 cutting slope

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图 2 K42边坡工程地质剖面图

Figure 2. Engineering geological profile of the K42 cutting slope

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图 3 K42路堑边坡变形演化特征

Figure 3. Deformation evolution characteristics of the K42 cutting slope

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图 4 K42边坡变形破坏特征

Figure 4. Deformation and failure characteristics of the K42 cutting slope

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图 5 不同法向应力下剪应力-剪切位移曲线

Figure 5. Shear stress-shear displacement curves under different normal stresses

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图 6 不同剪切速率下滑带土抗剪强度

Figure 6. Shear strength of the sliding zone soil under different shear rates

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图 7 残余内摩擦角与剪切速率的关系

Figure 7. Relationship between the residual internal friction angle and the shear rate

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图 8 基底预留厚度分析模型

Figure 8. Reserved thickness of the base analysis model

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图 9 不同坡率下边坡稳定性系数与基底预留厚度的关系

Figure 9. Relationship between the goefficient of the slope stability and the reserved thickness of the base under different slope rates

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图 10 基底预留厚度判据分析

A，B，C，D对应开挖边坡的失稳、欠稳定、基本稳定和稳定状态

Figure 10. Criterion analysis of the reserved thickness of the base

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表 1 不同剪切速率下残余抗剪强度

Table 1. Residual shear strength at different shear rates

剪切速率v/(mm·min^-1)	残余抗剪强度/kPa			残余抗剪强度参数
剪切速率v/(mm·min^-1)	法向应力100 kPa	法向应力200 kPa	法向应力400 kPa	c/ kPa	φ/ (°)
0.2	16.56	27.53	53.75	5.81	7.12
2	17.30	29.15	55.80	5.86	7.35
20	19.01	31.51	59.80	5.87	7.74
注：c为残余黏聚力；φ为残余内摩擦角

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表 2 基底预留厚度判据及预警模型

Table 2. Reserved thickness of the base criterion and early warning model

预警级别	警报	警戒	注意	安全
预警形式	红	橙	黄	蓝
预警分区	A	B	C	D
预留厚度h	h＜h₁	h₁≤h＜h₂	h₂≤h＜h₃	h≥h₃
边坡状态	失稳	欠稳定	基本稳定	稳定
注意及措施	停止或禁止进行边坡开挖	防止慢速蠕变变形破坏和基底隆起剪出，采取反压等抗滑措施	注意局部变形滑移和基底隆起，及时判断边坡稳定性状态	边坡稳定，基底不会隆起变形，注意施工规范
注：h₁、h₂、h₃对应为稳定性系数分别为1, 1.05, 1.15时的基底预留厚度

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