铁矿深埋巷道围岩变形与地应力关系研究
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摘要
随着大量深埋地下工程的建设,尤其是大型矿山,与巷道围岩稳定有关的各种地质灾害问题突出,因此其一直备受关注。某铁矿巷道埋深450~800m,变形剧烈,局部持续大变形,呈条带状臌出。地应力实测结果表明,矿区地应力总体特征为σv≥σH>σh,现今水平构造作用明显,最大水平主应力为13~21MPa,接近岩体自重。大变形洞段围岩为裂隙化岩体,强度低,蠕变性明显。有限元分析表明,巷道开挖后在边墙与顶拱和底板交界处产生约40MPa的高应力,造成了围岩变形破坏。后期围岩在高应力作用下产生大变形,其宏观变形破坏特征与软岩相似。另围岩加固与支护发现,普通的挂网喷锚支护已很难适应高应力条件下的岩体大变形。论文基于地应力实测结果,通过对巷道围岩大变形成因机制的探讨以及原加固支护效果的总结,为后期巷道围岩变形破坏的防治提供了参考。
With the burial depth from 450m to 800m,the surrounding rock of a iron mine is deformed severely,supports lose their effects and the deformation is lasting.The testing results of in-situ stress shows that these tunnels are under the action of modern ground tectonic stresses with the maximum principal stress of 13～21MPa,and that the general feature of modern ground stress field is that σ_V≥σ_H>σ_h.The surrounding rock of strong deformation belongs to the fissured rock,whose strength is low.The results of FEM analysis show that the maximum stress within surrounding rock is about 40MPa after excavation.According to the analysis,it is considered that the strong deformation of surrounding rock of tunnel from the joint actions of very strong tectonic stress and vertical gravity stress;and that the soft fissured surrounding rock can not bear such actions,which causes continuous large rheological deformation.Engineering practice indicates that usual spouting concrete anchorage wall rock can not meet with the fissured surrounding rock stability under high stresses.Through the analysis of deformation mechanics of surrounding rock and defects of prophase support system,this research finding is of great significance to the reinforcement and repair of surrounding rock of iron mine.
With the burial depth from 450m to 800m,the surrounding rock of a iron mine is deformed severely,supports lose their effects and the deformation is lasting.The testing results of in-situ stress shows that these tunnels are under the action of modern ground tectonic stresses with the maximum principal stress of 13～21MPa,and that the general feature of modern ground stress field is that σ_V≥σ_H>σ_h.The surrounding rock of strong deformation belongs to the fissured rock,whose strength is low.The results of FEM analysis show that the maximum stress within surrounding rock is about 40MPa after excavation.According to the analysis,it is considered that the strong deformation of surrounding rock of tunnel from the joint actions of very strong tectonic stress and vertical gravity stress;and that the soft fissured surrounding rock can not bear such actions,which causes continuous large rheological deformation.Engineering practice indicates that usual spouting concrete anchorage wall rock can not meet with the fissured surrounding rock stability under high stresses.Through the analysis of deformation mechanics of surrounding rock and defects of prophase support system,this research finding is of great significance to the reinforcement and repair of surrounding rock of iron mine.
引文
[1]周宏伟,谢和平,左建平.深部高地应力下岩石力学行为研究进展[J].力学进展,2005,35(1):91-99.
[2]香山会议第175次综述.深部高应力条件下的资源开采与地下工程[J].地球科学进展,2002,17(2):295-298.
[3]谢和平.深部高应力下的资源开采—现状、基础科学问题b-展望[A].科学前沿与未来(第6集)[C].北京:中国环境科学出版社,2002.179-191.
[4]于学馥,郑颖人,刘怀恒,等.地下工程围岩稳定分析[M].北京:煤炭工业出版社,1983.
[5]郭启良,伍法权,钱卫平,等.乌鞘岭长大深埋隧道围岩变形与地应力关系的研究[J].岩石力学与工程学报,2002,21(12):2113-2118.
[6]孔凡顺,孙如华,李文平.彭庄井田区域地应力场分析[J].煤田地质与勘探,2005,33(4):14-17.
[7]陈彭年,陈宏德,高莉青.世界地应力实测资料汇编[M].北京:地震出版社,1990.
[8]蔡美峰.地应力测量原理和技术[M].北京:科学出版社,2000.
[9]蔡美峰,乔兰,于劲波.空心包体应变计测量精度问题[J].岩土工程学报,1994,16(6):15-20.
[10]刘允芳.岩体地应力与工程建设[M].武汉:湖北科学技术出版社,2000.
[11]杨树新,陈连旺,谢富仁.中国大陆现今构造应力场的有限元法回归分析研究[A].中国大陆地壳应力环境研究[C].北京:地质出版社,2003.97-104.
[12]GB 50218-94工程岩体分级标准[S].
[13]凌贤长,蔡得所.岩体力学[M].哈尔滨:哈尔滨工业大学出版社,2002.
[14]张连福.新型锚喷支护技术及其在桃园矿区的应用[J].岩石力学与工程学报,2006,25(11):2208-2212.
[15]陈仲杰,杨金维.金川矿区深部高应力碎胀蠕变岩体支护对策[J].金属矿山,2005,343(1):18-22.
[2]香山会议第175次综述.深部高应力条件下的资源开采与地下工程[J].地球科学进展,2002,17(2):295-298.
[3]谢和平.深部高应力下的资源开采—现状、基础科学问题b-展望[A].科学前沿与未来(第6集)[C].北京:中国环境科学出版社,2002.179-191.
[4]于学馥,郑颖人,刘怀恒,等.地下工程围岩稳定分析[M].北京:煤炭工业出版社,1983.
[5]郭启良,伍法权,钱卫平,等.乌鞘岭长大深埋隧道围岩变形与地应力关系的研究[J].岩石力学与工程学报,2002,21(12):2113-2118.
[6]孔凡顺,孙如华,李文平.彭庄井田区域地应力场分析[J].煤田地质与勘探,2005,33(4):14-17.
[7]陈彭年,陈宏德,高莉青.世界地应力实测资料汇编[M].北京:地震出版社,1990.
[8]蔡美峰.地应力测量原理和技术[M].北京:科学出版社,2000.
[9]蔡美峰,乔兰,于劲波.空心包体应变计测量精度问题[J].岩土工程学报,1994,16(6):15-20.
[10]刘允芳.岩体地应力与工程建设[M].武汉:湖北科学技术出版社,2000.
[11]杨树新,陈连旺,谢富仁.中国大陆现今构造应力场的有限元法回归分析研究[A].中国大陆地壳应力环境研究[C].北京:地质出版社,2003.97-104.
[12]GB 50218-94工程岩体分级标准[S].
[13]凌贤长,蔡得所.岩体力学[M].哈尔滨:哈尔滨工业大学出版社,2002.
[14]张连福.新型锚喷支护技术及其在桃园矿区的应用[J].岩石力学与工程学报,2006,25(11):2208-2212.
[15]陈仲杰,杨金维.金川矿区深部高应力碎胀蠕变岩体支护对策[J].金属矿山,2005,343(1):18-22.
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