开采环境再造人工顶板锚索支护设计  

Pre-stressed anchor supporting design for artificial roof based on reconstructed mining environment

作　　者：周科平[1,2] 朱和玲[1,2] 肖雄[1,2] 陈庆发[1,2] 

机构地区：[1]中南大学资源与安全工程学院,湖南长沙410083 [2]湖南省深部金属矿产开发与灾害控制重点实验室,湖南长沙410083

出　　处：《中南大学学报（自然科学版）》2008年第6期1119-1124,共6页Journal of Central South University:Science and Technology

基　　金："十一五"国家科技支撑计划项目(2006BAB02A02);国家自然科学基金资助项目(50490274);国家教育部博士点基金资助项目(20050533035)

摘　　要：针对新疆喀拉通克铜镍矿高价值软破矿体的特点和试验开采环境再造连续采矿方法,并以顶板沉降量和塑性区范围为判据,运用FLAC3D软件对人工顶板预应力锚索支护进行模拟分析。设计3种锚网支护方案分别为:方案1,网度为4m×6m;方案2,网度为6m×8m;方案3,网度为8m×10m。通过比较各方案下顶板的沉降量、塑性区范围以及锚索最大轴力变化等参数,筛选出最佳支护方案。研究结果表明:方案1中顶板最大沉降量仅为4.24cm,塑性破坏区延伸高度小于7m,锚索最大轴力为16.59MN,且变化平稳,满足金属矿山安全规程和经济合理的要求,而其他方案结果参数均超出混凝土顶板的稳定性极限,由此得出方案1为最佳设计方案。According to characteristics of complex high-value deposit, the reconstructed environment and caving-successive were tested with backfilling delayed mining method. Using the displacement and plastic zone as the criterion, the stability of artificial roof was analyzed by FLAC^3D software. The three different types of net-degree cable shoring, i.e., type Ⅰ 4 m×6 m, type Ⅱ 6 m×8 m and type Ⅲ 8 m×10 m were simulated. These subsidence, disturbance band, plastic zone and axial force were analyzed. The results show that the maximum subsidence decreases to 4.24 cm, the height of plastic zones is less than 7 m, the maximal axial force is 16.59 MN and fluctuates smoothly in type ×. All these accord with mine security rules and economical requests, so type Ⅰ is adopted.

关 键 词：开采环境再造 预应力锚索 数值模拟 支护设计 

分 类 号：TD353.6[矿业工程—矿井建设]