王坡矿软岩巷道定量让压支护稳定性控制技术
|
摘要
软岩巷道断面成型不好,强度低、结构破碎,保持软岩巷道的稳定安全是目前亟待解决的问题。以王坡矿3210工作面运输巷为工程背景,提出了软岩巷道"定量让压"支护方案,综合运用了理论分析和实验室试验的方法,确定了3210工作面运输顺槽的让压空间和最佳支护时机。针对巷道围岩具体情况提出"让压层+U型钢支架"的支护方案,并进行了相应的矿压监测。结果表明:顶底板的最大移近量为135.8 mm,两帮的最大移近量为105.6 mm,该支护方案保证了围岩的稳定性。
The soft rock roadway section is not well formed, and has the characteristics of low strength and broken structure. Keeping the soft rock roadway stable and safe is an urgent problem to be solved. The paper takes the 3210 working face transportation roadway of Wangpo Mine as the engineering background, and puts forward the quantitative pressure-relief support scheme for soft rock roadway. The theoretical analysis and laboratory test methods are used comprehensively to determine the transportation of 3210 working face. Pressure space and optimal support timing. Aiming at the surrounding rock conditions of the roadway, the support scheme of pressure relief layer + U-shaped steel bracket was proposed, and the corresponding mine pressure monitoring was carried out. The results show that the maximum displacement of the roof and bottom is 135.8 mm, and the maximum displacement of the two walls is 105.6 mm. The support scheme better controls the harmful deformation of the surrounding rock.
The soft rock roadway section is not well formed, and has the characteristics of low strength and broken structure. Keeping the soft rock roadway stable and safe is an urgent problem to be solved. The paper takes the 3210 working face transportation roadway of Wangpo Mine as the engineering background, and puts forward the quantitative pressure-relief support scheme for soft rock roadway. The theoretical analysis and laboratory test methods are used comprehensively to determine the transportation of 3210 working face. Pressure space and optimal support timing. Aiming at the surrounding rock conditions of the roadway, the support scheme of pressure relief layer + U-shaped steel bracket was proposed, and the corresponding mine pressure monitoring was carried out. The results show that the maximum displacement of the roof and bottom is 135.8 mm, and the maximum displacement of the two walls is 105.6 mm. The support scheme better controls the harmful deformation of the surrounding rock.
引文
[1] Yamatomi.岩石黏塑性形态流变模型[A].计算方法在岩石力学及工程的应用国际学术讨论会文集[C]:1993.85-95.[20]
[2] 王志俭,殷坤龙,简文星,等.三峡库区万州红层砂岩流变特性试验研究[J].岩石力学与工程学报,2008(4):840-847.
[3] 韩立军,王延宁,蒋斌松,等.泥质砂岩蠕变特性与锚固控制效应试验研究[J].岩土力学,2012,33(1):65-72,77.
[4] 金国庆,柏跃杨.U型钢可缩性支架壁后充填-锚注耦合支护技术研究[J].现代矿业,2010(6):115-117.
[5] 王飞,刘洪涛,张胜凯,等.高应力软岩巷道可接长锚杆让压支护技术[J].岩土工程学报,2014,36(9):1666-1673.
[6] 韩建胜,王阁,连传杰.高水平应力条件下锚杆锚索耦合让压支护技术试验研究[J].煤炭技术,2009,28(12):162-164.
[2] 王志俭,殷坤龙,简文星,等.三峡库区万州红层砂岩流变特性试验研究[J].岩石力学与工程学报,2008(4):840-847.
[3] 韩立军,王延宁,蒋斌松,等.泥质砂岩蠕变特性与锚固控制效应试验研究[J].岩土力学,2012,33(1):65-72,77.
[4] 金国庆,柏跃杨.U型钢可缩性支架壁后充填-锚注耦合支护技术研究[J].现代矿业,2010(6):115-117.
[5] 王飞,刘洪涛,张胜凯,等.高应力软岩巷道可接长锚杆让压支护技术[J].岩土工程学报,2014,36(9):1666-1673.
[6] 韩建胜,王阁,连传杰.高水平应力条件下锚杆锚索耦合让压支护技术试验研究[J].煤炭技术,2009,28(12):162-164.