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黄金科学技术 ›› 2022, Vol. 30 ›› Issue (2): 254-262.doi: 10.11872/j.issn.1005-2518.2022.02.133

• 采选技术与矿山管理 • 上一篇    下一篇

龙首矿充填体悬臂结构的稳定性分析与评价

张钦礼(),余一波(),王道林   

  1. 中南大学资源与安全工程学院,湖南 长沙 410083
  • 收稿日期:2021-09-22 修回日期:2022-03-11 出版日期:2022-04-30 发布日期:2022-06-17
  • 通讯作者: 余一波 E-mail:zhangqinlicn@126.com;592064654@qq.com
  • 作者简介:张钦礼(1965-),男,山东潍坊人,教授,博士生导师,从事充填采矿工程和安全工程研究工作。zhangqinlicn@126.com
  • 基金资助:
    “十三五”国家重点研发计划项目“大型高尾矿库溃坝灾害防控关键技术研究及应用示范”(2017YFC0804605)

Stability Analysis and Evaluation of Filling Cantilever Structure in Longshou Mine

Qinli ZHANG(),Yibo YU(),Daolin WANG   

  1. School of Resources and Safety Engineering,Central South University,Changsha 410083,Hunan,China
  • Received:2021-09-22 Revised:2022-03-11 Online:2022-04-30 Published:2022-06-17
  • Contact: Yibo YU E-mail:zhangqinlicn@126.com;592064654@qq.com

摘要:

安全是矿山生产中极其重要的一环,充填体悬臂结构是龙首矿进路回采中十分常见的安全隐患形式,由于自重和深部地应力的作用,容易发生崩塌破坏现象。根据龙首矿实际情况,其充填体悬臂结构失稳破坏主要有崩落式和拉裂—坠落式2种形式。基于悬臂梁理论,建立进路人工假顶悬臂和充填围岩悬臂力学计算模型,通过理论计算悬臂极限长度、数值模拟验证和稳定性系数K并进行综合评价,以保障矿山安全生产。结果表明:充填体悬臂的稳定性受顶部裂缝深度比和实际长度的影响,其极限长度与数值模拟结果基本一致。同时,稳定性系数能够有效统计不同裂缝条件下充填体悬臂状态,判断充填体悬臂顶部裂缝深度比情况。因此,悬臂极限长度和稳定性系数能够有效评价龙首矿充填体悬臂的稳定性,实际应用简单,计算结果与现场调查情况基本吻合,对于潜在的充填体悬臂结构安全隐患能起到及时预警的效果。

关键词: 裂缝, 矿岩回采, 充填体, 稳定性分析, 悬臂梁, 矿山安全, 龙首矿

Abstract:

Safety is an extremely important part of mine production. The cantilever structure of filling body is common form of potential safety hazard in drift stoping of Longshou mine. Collapse is easy to occur due to self weight and deep in-situ stress. Longshou mine is the only large underground mine in China that successfully adopts panel area mechanized downward hexagonal drift cemented filling mining method,its artificial false roof cantilever and filling cantilever surrounding rock often collapse by itself. At the same time,the deep filling body has large deformation,which brings great instability and hidden dangers to the safety production of the mining area. In order to effectively deal with and comprehensively evaluate the cantilever stability of backfill,based on the cantilever beam theory and combined with the experience of geotechnical dangerous rock mass,this paper established the mechanical models of artificial false roof cantilever and surrounding rock filling cantilever in Longshou mine,and studied the calculation methods of collapse and tension crack fall deformation and failure modes. Thus,the limit cantilever length and stability coefficient K of filling body were proposed. The limit length of cantilever was calculated theoretically,verified by numerical simulation and stability coefficient K. The results show that the stability of the filling cantilever is negatively correlated not only with the limit length of the cantilever,but also with the development of the overlying crack. Through the simulation,the tensile strength of the failure condition is basically the same between the theoretical limit length and the simulated length. It shows that the theoretical limit length is suitable for the actual geological conditions of Longshou mine. At the same time,the stability coefficient K can effectively count the cantilever state of the filling body under different crack conditions,and judge the crack depth ratio at the top of the cantilever of the filling body according to the actual state of the cantilever on site and in combination with the stability evaluation grade classification table. Therefore,the cantilever limit length and stability coefficient K can effectively evaluate the stability of the filling cantilever in Longshou mine. The practical application is simple,and the calculation results are basically consistent with the field investigation results. It can play a timely early warning effect for the danger caused by the excessive cantilever and the further development of cracks. It has guiding significance for the safety production of drift mining in Longshou mine.

Key words: fracture, ore rock mining, filling body, stability analysis, cantilever beam, mine safety, Longshou mine

中图分类号: 

  • TD353

图1

崩落式失稳破坏示意图"

图2

拉裂—坠落式失稳破坏示意图"

图3

悬臂结构体示意图"

图4

龙首矿悬臂充填结构"

表1

矿岩基本力学参数"

类别弹性模量Ej /GPa

抗拉强度

St /MPa

抗压强度

σc/MPa

泊松比μ矿岩容重γ黏结力C/MPa

内摩

擦角

矿体62.02.0019.230.2229.90.5640.0
充填体6.800.855.00.1521.10.5538.0

图5

悬臂截面高度与极限长度的关系曲线"

表2

部分实际测量值汇总表"

类型模型编号长度l/m截面高度h/m宽度b/m位置状态
充填围岩悬臂11.521.022.602采区支护
21.321.082.302采区正常
31.411.122.002采区正常
41.160.812.262采区正常
人工假顶悬臂10.004.604.502采区支护
9.005.004.603采区支护
5.004.304.502采区正常
8.005.205.002采区正常

图6

人工假顶悬臂模拟极限拉应力图"

图7

数值模拟分析结果"

表3

危岩体稳定性评价等级划分"

崩塌类型危岩体稳定性系数K
不稳定欠稳定基本稳定稳定
坠落式<1.01.0~1.51.5~1.8≥1.8
倾倒式<1.01.0~1.31.3~1.5≥1.5
滑移式<1.01.0~1.21.2~1.3≥1.3

图8

稳定性系数K值"

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