基于因素空间的露天采坑边坡稳定性评价

易富; 孟兴涛; 赵文华; 杜常博

doi:10.19509/j.cnki.dzkq.tb20210773

基于因素空间的露天采坑边坡稳定性评价

doi: 10.19509/j.cnki.dzkq.tb20210773

a.
辽宁工程技术大学建筑与交通学院, 辽宁阜新 123000
b.
辽宁工程技术大学土木工程学院, 辽宁阜新 123000

基金项目:

国家自然科学基金项目 51774163

鞍钢科研基金项目 2019-科A02

辽宁工程技术大学首批“双一流”学科建设创新团队项目 LNTU20TD-26

详细信息

作者简介:
易富(1978-), 男, 教授, 博士生导师, 主要从事环境岩土与道路工程方面的研究。E-mail: yifu9716@163.com

通讯作者:
孟兴涛(1998-), 男, 现正攻读岩土工程专业硕士学位, 主要从事露天矿边坡稳定性研究。E-mail: a397252273@163.com

中图分类号: TD854⁺.6
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- 文章访问数: 751
- PDF下载量: 218
- 被引次数: 0
出版历程
- 收稿日期: 2021-12-09
- 录用日期: 2022-03-16
- 修回日期: 2022-03-02

Evaluation of slope stability of open pit based on factor space

a.
College of Architecture and Transportation, Liaoning Technical University, Fuxin Liaoning 123000, China
b.
College of Civil Engineering, Liaoning Technical University, Fuxin Liaoning 123000, China

摘要

摘要:
影响露天采坑边坡稳定性因素具有复杂性和模糊性, 采用数学及力学的分析方法较难有效评价其稳定性。根据露天采坑的实际工程特点, 在现场勘查和研究的基础上, 确定了包括地形地貌、地质构造、岩体性质、赋存环境4个一级评价指标, 17个二级评价指标, 建立了基于因素空间的露天采坑边坡稳定性评价模型。首先利用层次分析法和熵权法计算主客观权重, 赋予露天采坑边坡稳定性影响因素的组合权重。进而利用未确知测度理论构造测度函数, 计算评价边坡稳定性的单因素测度矩阵, 通过因素合成完成因素空间的降维, 生成合因素测度向量。最后采用置信度识别准则实现对露天采坑边坡的稳定性评价, 并以辽宁齐大山露天铁矿东帮典型边坡剖面为例, 将因素空间评价结果与极限平衡法和有限差分法计算结果进行对比分析, 对所建边坡评价模型的可靠性进行验证。结果表明: 因素空间模型评价结果与现场情况基本吻合, 且与极限平衡法、有限差分法计算结果相一致, 验证了所建因素空间评价模型的准确性与科学性; 综合分析了因素空间评价结果和其他方法计算结果, 给出了4个边坡剖面的防护及治理建议。因素评价模型简化了边坡稳定性评价过程, 提高了模型评价结果的精度, 可为同类型地质条件露天采坑边坡稳定性评价工作提供一定借鉴。
- 因素空间 /
- 露天采坑 /
- 边坡稳定性评价 /
- 未确知测度理论
Abstract: Objective
The factors affecting the stability of an open pit slope are complex and fuzzy. Hence, it is difficult to evaluate the stability through mathematical and mechanical analysis methods.
Methods
According to the actual engineering characteristics and in-situ investigation of an open pit, four first-class evaluation indexes including landform, geological structure, rock mass properties and occurrence environment and 17 second-class evaluation indexes were determined. The stability evaluation model of open pit slope based on factor space is established. Firstly, the analytical hierarchy process(AHP) and entropy weight method are used to calculate the subjective and objective weights, and the combined weights of the factors affecting the stability of the open pit slope are given. Then, the unascertained measure theory is used to construct the measure function, calculate the single factor measurement matrix to evaluate the slope stability, reduce the dimension of the factor space through factor synthesis, and generate the combined factor measure vector. Finally, the stability of the open pit slope is evaluated through the confidence recognition criteria. Taking the typical slope profile of the eastern slope of Qidashan open pit iron mine as an example, the factor space evaluation results are compared with the calculation results of the limit equilibrium method and the finite difference method, and the reliability of the slope evaluation method is verified.
Results
The results show that the evaluation results of factor space model are basically consistent with the results obtained from the field investigation, and are consistent with the calculation results of limit equilibrium method and finite difference method, which verifies the accuracy and scientificity of the established factor space evaluation model. Based on the comprehensive analysis of the factor space evaluation results and the calculation results of other methods, four slope profile protection and treatment suggestions are given.
Conclusion
The factor evaluation model simplifies the process of slope stability evaluation, improves the accuracy of the evaluation results of the model, and can provide a reference for the stability evaluation of an open pit slope with similar geological conditions.
- factor space /
- open pit /
- slope stability evaluation /
- unascertained measure theory
注释:

(所有作者声明不存在利益冲突)

HTML全文

图 1 特征值为具体数值对应的测度函数

Figure 1. Measurement function corresponding to the specific value of the eigenvalue

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图 2 属性识别规则图

Figure 2. Attribute identification rule diagram

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图 3 特征值为区间数对应的测度函数

Figure 3. Measure function corresponding to the interval number of eigenvalues

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图 4 模型求解流程

Figure 4. Model solution process

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图 5 剖面位置图

Figure 5. Sectional position diagram

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图 6 典型边坡地质剖面图

Figure 6. Geological profile of a typical slope

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图 7 剪切应变增量云图及安全系数

Figure 7. Contour diagram of shear strain increment and safety factor

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图 8 极限平衡法计算结果

Figure 8. Calculated result obtained from limit equilibrium method

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表 1 露天采坑边坡稳定性分级评价体系

Table 1. Graded evaluation system for slope stability of open pit

条件因素(▲为定性因素)		评价指标分级标准
一级指标	二级指标	稳定M₁	较稳定M₂	基本稳定M₃	欠稳定M₄	不稳定M₅
C₁ 地形地貌	d₁边坡高度/m	< 100	[100, 200)	[200, 300)	[300, 400]	>400
C₁ 地形地貌	d₂坡角/(°)	< 20	[20, 30)	[30, 45)	[45, 60]	>60
C₂ 地质构造	▲ d₃地质构造	95	85	70	60	40
	▲ d₄结构面结合程度	95	85	70	60	40
	▲ d₅结构类型	95	85	70	60	40
	d₆结构面走向和边坡坡面走向夹角/(°)	[90, 75)	[75, 60)	[60, 45)	[45, 30)	[30, 0]
	▲ d₇软弱夹层性质	95	85	70	60	40
C₃ 岩体性质	d₈岩体强度/MPa	[200, 150)	[150, 120)	[120, 90)	[90, 40)	[40, 10]
	d₉岩体质量指标RQD/%	[100, 90)	[90, 75)	[75, 50)	[50, 25)	[25, 0]
	d₁₀内摩擦角/(°)	>45	[45, 40)	[40, 35)	[35, 30]	< 30
	d₁₁黏聚力/kPa	>300	[300, 200)	[200, 150)	[150, 100]	< 100
	▲ d₁₂风化程度	95	85	70	60	40
C₄ 赋存环境	d₁₃年降雨量/mm	< 400	[400, 600)	[600, 800)	[800, 1 000]	>1 000
	▲ d₁₄工程扰动	95	85	70	60	40
	▲ d₁₅开挖方式	95	85	70	60	40
	▲ d₁₆地下水	95	85	70	60	40
	d₁₇地震烈度	< 3	[3, 5)	[5, 7)	[7, 8]	>8

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表 2 定性因素属性量化规则

Table 2. Qualitative factor attribute quantification rules

边坡稳定性属性	稳定M₁	较稳定M₂	基本稳定M₃	欠稳定M₄	不稳定M₅
量化评价特征值	95	85	70	60	40
d₃地质构造	运动微弱、几乎无断裂	运动较弱、只有少量小型断裂	运动不强烈、只有小型断裂	运动强烈、大型断裂带，断裂较密集	运动强烈、巨大断裂带，断裂密集
d₄结构面结合程度	无充填物	表面粗糙，钙质或铁质胶结	岩屑充填	表面平直光滑、无胶结	强分化的小型断层破碎带
d₅结构类型	整体结构	整体块状	层状	破碎状	散体状
d₇软弱夹层性质	无夹层	软岩、岩块	岩屑	岩屑夹泥	泥夹岩屑或泥质
d₁₂风化程度	未风化	微风化	中风化	强风化	全风化
d₁₄工程扰动	无扰动	微扰动	弱扰动	较强扰动	强扰动
d₁₅开挖方式	自然边坡	预裂爆破	光面爆破	一般或机械开挖	欠缺爆破
d₁₆地下水	完全干燥	潮	湿	淋水	涌水

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表 3 典型边坡剖面在因素空间的映射向量

Table 3. Mapping vectors of typical slope profiles in factor space

边坡剖面	d₁	d₂	d₃	d₄	d₅	d₆	d₇	d₈	d₉	d₁₀	d₁₁	d₁₂	d₁₃	d₁₄	d₁₅	d₁₆	d₁₇
P1	150	36	68.8	64.2	67.4	35	67.7	78.5	58.6	32.5	748	88.6	715	72.5	90.2	73.7	5
P2	185	34	88.7	84.3	64.6	68	90.2	85.6	83.3	42.1	422	82.3	715	75.3	89.1	84.3	5
P3	265	49	76.5	84.2	81.3	58	65.6	72.2	71.8	31.4	162	78.5	715	66.7	82.6	82.4	5
P4	290	41	82.3	80.6	84.0	51	85.6	85.9	75.0	38.0	556	76.3	715	73.2	79.2	75.0	5

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表 4 剖面Ⅰ条件因素集的组合权重

Table 4. Combined weights of conditional factor sets of Section Ⅰ

	d₁	d₂	d₃	d₄	d₅	d₆	d₇	d₈	d₉	d₁₀	d₁₁	d₁₂	d₁₃	d₁₄	d₁₅	d₁₆	d₁₇
W′	0.042	0.080	0.073	0.031	0.061	0.053	0.173	0.075	0.172	0.033	0.080	0.062	0.023	0.078	0.094	0.081	0.046
W″	0.057	0.080	0.049	0.046	0.092	0.069	0.099	0.157	0.034	0.094	0.104	0.080	0.043	0.085	0.080	0.046	0.041
W	0.050	0.080	0.060	0.039	0.077	0.061	0.134	0.118	0.099	0.065	0.093	0.072	0.034	0.082	0.087	0.062	0.043

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表 5 岩体物理力学参数表

Table 5. Physical and mechanical parameters of the rock mass

岩性	容重/(kN·m^-3)	内聚力/kPa	内摩擦角/(°)	弹性模量/MPa	剪切模量/MPa
含铁石英岩	26.57	1 053.76	40.00	6 375	2 510
混合岩	25.29	748.64	32.40	5 462	2 134
绿泥片岩	27.32	304.31	30.93	2 465	1 809

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表 6 边坡稳定性评价结果

Table 6. Slope stability evaluation results

边坡剖面	边坡稳定性					本文模型概念提取	结果	稳定性系数
边坡剖面	m₁	m₂	m₃	m₄	m₅	本文模型概念提取	结果	极限平衡法	有限差分法
P1	0.164 16	0.188 78	0.542 61	0.346 29	0.014 16	m₁₁+m₁₂+m₁₃=0.895 55>0.7	基本稳定	1.223	1.214
P2	0.454 99	0.280 93	0.184 12	0.102 36	0.033 15	m₂₁+m₂₂=0.744 29>0.7	稳定	1.535	1.531
P3	0.052 83	0.151 96	0.279 82	0.266 34	0.253 58	m₃₁+m₃₂+m₃₃+m₃₄=0.750 95>0.7	不稳定	0.993	0.966
P4	0.096 66	0.440 55	0.439 11	0.231 24	0.031 86	m₄₁+m₄₂+m₄₃=0.976 32>0.7	基本稳定	1.187	1.174
注：m_ik为在条件因素作用下，研究对象被评价为m_k时的测度

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