Mechanical model analysis of consolidated filling pillar using
 stage-delayed backfill in metal mines

CAO Shuai; DU Cui-feng; TAN Yu-ye; FU Jian-xin

doi:10.16285/j.rsm.2015.08.033

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Mechanical model analysis of consolidated filling pillar using stage-delayed backfill in metal mines

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- Mechanical model analysis of consolidated filling pillar using stage-delayed backfill in metal mines
- Vol. 36, Issue 8, Pages: 2370-2376(2015)
- 作者机构：
  
  1. 北京科技大学土木与环境工程学院,北京,100083
  2. 北京科技大学金属矿山高效开采与安全教育部重点实验室,北京,100083
- 作者简介：
- 基金信息：
- DOI：10.16285/j.rsm.2015.08.033
  CLC： TD853
- Online First：13 June 2018，
  
  Published：2015
- 稿件说明：
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CAO Shuai, DU Cui-feng, TAN Yu-ye, et al. Mechanical model analysis of consolidated filling pillar using stage-delayed backfill in metal mines[J]. 2015, 36(8): 2370-2376.
DOI：

CAO Shuai, DU Cui-feng, TAN Yu-ye, et al. Mechanical model analysis of consolidated filling pillar using stage-delayed backfill in metal mines[J]. 2015, 36(8): 2370-2376. DOI： 10.16285/j.rsm.2015.08.033.

摘要

矿柱宽度和充填体自立高度是阶段嗣后充填顺利实施的重要影响因素。基于弹性力学平面应变基本假设，建立阶段嗣后胶结充填体矿柱力学模型并进行理论求解。以某铁矿为工程分析实例，采用控制变量法（CVM）研究矿柱不同宽度、高度条件下，水平应力和剪应力的变化规律。研究表明：矿房极限宽度和高度分别为19.8 m和103.2 m。胶结充填体矿柱水平应力随矿柱高度的增高而逐渐增大；剪应力在矿柱中心位置达到最大，且高度越大，剪应力值也越大。在胶结充填体矿柱与非胶结充填体接触侧剪应力趋于定值。矿柱宽度分别为15、18、20 m时，其剪应力分别为243.8、292.6、325.1 kPa。而产生剪应力的主要原因是非胶结充填体受水平应力作用在与胶结充填体矿柱接触面产生滑动摩擦力所致。

Abstract

Pillar width and backfill self-sustaining height are two significant factors in the stage-delayed backfill. A mechanical model for the stage-delayed backfill pillar is established and analyzed on the basis of the elastic plane strain assumption. Taking an iron mine for example

the control variable method (CVM) is used to predict the trends of horizontal stress and shear stress of pillars with different widths and heights. The research results show that: (1) The maximum width and height of the room are 19.8 m and 103.2 m respectively. Horizontal stress of the cemented tailing-filling pillar increases with the increase of pillar height. (2) Shear stress reaches the maximum value at the pillar center

and increases continually with increasing pillar height. When the pillar widths are 15

18 and 20 m

the corresponding shear stresses are 243.8

292.6 and 325.1 kPa. The primary reason of the caused shear stress is that the sliding friction occurs on the contact surface of the backfill pillar and the spacer pillar under horizontal stress conditions.

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