基于正交试验的过断层软破段巷道支护参数优化

doi:10.11872/j.issn.1005-2518.2020.06.047

摘要/Abstract

摘要：

过断层软破段巷道支护对矿山巷道施工与运行安全具有重要影响。以挑水河磷矿过断层软破段巷道为研究对象，在调查其工程地质条件的基础上，构建了三维矿山巷道的数值仿真模型，设计了3因素（其中1个因素4水平，2个因素2水平）的支护参数正交试验方案，获得不同参数下的支护效果和变形规律，并以极差分析优选确定了巷道的支护方式与参数。研究结果表明：（1）通过正交试验设计可以有效减少试验次数，提高计算效果，计算结果的响应分析确定了不同结果的影响因素，即顶底板位移、垂直应力和巷道侧帮位移大小的主要影响因素分别为锚杆长度、混凝土厚度和碹体厚度。（2）以过断层软破段巷道的位移和应力控制为目标，确定了最优支护方案：锚杆长度为2.8 m、喷射混凝土厚度为100 mm、碹体厚度为250 mm。研究成果为该矿巷道开挖支护提供了技术参考，对具有类似地质条件的金属矿床起到了良好的示范。

关键词: 过断层软破段, 巷道支护, 正交试验, 数值模拟, 应力与变形, 极差分析

Abstract:

Mineral resources are the foundation of social development.Projects such as efficient and safe tunneling and opening roadways are one of the main tasks of underground mines.Due to the differences in the geological conditions of the underground rock layers and the non-selective engineering environment，the roadway support in the soft broken section of the fault has an important impact on the construction and operation safety of the mine roadway.Taking the tunnel development project of the soft-segmented section of F₄ fault in Tiaoshuihe Phosphate Mine as an object，we studies how to improve the engineering stability of the roadway by reasonable support design under the influence of F₄ fault，the roof structure is poor，and the floor and surrounding rock are relatively soft.Finite difference software FLAC^3D was used to construct a three-dimensional numerical simulation model of the mine roadway.A Mohr-Coulomb model was used in this study.The model size is 40 m × 40 m × 40 m，the fault thickness is 8 m，the inclination angle is 75°，and the burial depth is 250 m.The side and bottom of the model are fixed boundaries，and the upper surface is not constrained.The side pressure coefficient is λ=1.2 with reference to Yichang area.The optimization of the support parameters involves three factors：The length of the anchor rod，the thickness of the shotcrete and the thickness of the masonry.Based on the investigation of its engineering geological conditions，an orthogonal experiment scheme of 3 factors （including 1 factor of 4 levels and 2 factors of 2 levels） of support parameters was designed.Based on the analysis of the support effect and deformation law of different parameter combinations，the length of the anchor rod，the thickness of the shotcrete and the thickness of the masonry were reasonably selected under the economic conditions，which provides theoretical basis for the final support mode and parameter optimization.The supporting method and parameters of the roadway were determined by range analysis.The research results show that：（1）The orthogonal experiment design can effectively reduce the number of experiments and improve the calculation effect.The analysis of variance of the calculation results identified the influencing factors of different results.The main factors affecting the displacement of the top and bottom plates，vertical stress，and sideways displacement of the roadway are the length of the anchor rod，the thickness of the concrete，and the thickness of the masonry.Reasonably selecting the size of support parameters is conducive to improving the effect of support.（2）Taking the displacement and stress of the roadway in the soft fault section as the research object，the optimal supporting scheme is determined as bolt length of 2.8 m，shotcrete thickness of 100 mm and arch thickness of 250 mm.The numerical simulation further verifies that the supporting effect under this parameter is conducive to improving the engineering stability of the soft fault section.（3）This study provides technical reference for the excavation and support of roadway of phosphorite and metal deposits with similar geological conditions，and has good demonstration and guidance significance.

Key words: soft break through fault, roadway support, orthogonal test, numerical simulation, stress and defor-mation, range analysis

中图分类号:

TD26

胡建华,庞乐,王学梁,郑明华. 基于正交试验的过断层软破段巷道支护参数优化[J]. 黄金科学技术, 2020, 28(6): 859-867.

Jianhua HU,Le PANG,Xueliang WANG,Minghua ZHENG. Optimization of Roadway Support Parameters in Soft Broken Sections Based on Orthogonal Test[J]. Gold Science and Technology, 2020, 28(6): 859-867.

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地层	密度/ （×10³kg·m^-3）	体积模量/GPa	切变模量/GPa	黏聚力/MPa	内摩擦角/（°）	抗拉强度/MPa
岩层	2 830	6.05	3.81	4.3	31.5	1.4
F₄正断层	2 200	2.20	0.74	1.0	22.0	0.1

支护体	弹性模量/GPa	泊松比	黏结力 /kN	刚度 /（N·m^-2）	抗拉强度	密度/（kg·m^-3）
锚杆	210.0	0.25	200	1.5e8	250 kN	-
喷射混凝土	25.0	0.20	-	-	2.2 MPa	2 300
碹体	32.6	0.20	-	-	2.5 MPa	2 500

因素水平	锚杆长度/m	喷射混凝土厚度/mm	碹体厚度/mm
1	1.6	100	200
2	2.0	150	250
3	2.4
4	2.8

试验编号	锚杆长度/m	喷射混凝土厚度/mm	碹体厚度/mm
1	1.6	100	200
2	1.6	150	250
3	2.0	100	200
4	2.0	150	250
5	2.4	100	250
6	2.4	150	200
7	2.8	100	250
8	2.8	150	200

指标	锚杆长度		喷射混凝土厚度		碹体厚度
指标	极差	优化推荐方案/m	极差	优化推荐方案/mm	极差	优化推荐方案/mm
顶板位移/mm	2.0110	2.8	1.3930	150	1.8649	250
底板位移/mm	3.7485	2.8	1.0853	100	2.6183	250
两侧位移/mm	0.7470	2.0	0.4345	150	6.6595	250
垂直应力/MPa	3.7050	1.6	4.7203	100	3.4343	250
x方向水平应力/MPa	0.1780	1.6	2.8620	100	4.1485	250