岩爆与峰后岩石力学特性
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摘要
峰后岩石特性是产生岩爆的根本原因;地质力学因素是产生岩爆的外部因素。从地下工程开挖过程中围岩部分的能量释放、集聚、转移入手,揭示了高地应力是产生岩爆的重要外因;岩爆产生的时空特点是在破坏后塑性软化阶段,并从非线性岩石力学理论角度,研究了此阶段岩爆条件。得出以下结论:一是块系结构岩体变形稳定性与块体几何特性、尺度大小,以及破坏后物理性质有关;二是判断岩体是否发生岩爆,可采用:σββ=8σrr和χ<1?1ν判据。
There are some reasons to engender the rock-burst such as the rock post-peak behavior,which is the radical reason,and geological factors,which are exterior.After analyzing the energy releasing and gathering and transferring in surrounding rocks during the excavation in underground projects,it is discovered that the high stress is one of the important factor to engender the rock-burst.Character of engendering the rock-burst in space-time appears in step of plastic intenerated deformation.And the conditions of rock-burst are studied with nonlinear analysis.So the results are that the stability of the rock is connected with the size of the rock and physical characteristic of demolished rock.And the criterions are following the equations,σ ββ= 8σ rrand χ < 1 ?1 ν.
There are some reasons to engender the rock-burst such as the rock post-peak behavior,which is the radical reason,and geological factors,which are exterior.After analyzing the energy releasing and gathering and transferring in surrounding rocks during the excavation in underground projects,it is discovered that the high stress is one of the important factor to engender the rock-burst.Character of engendering the rock-burst in space-time appears in step of plastic intenerated deformation.And the conditions of rock-burst are studied with nonlinear analysis.So the results are that the stability of the rock is connected with the size of the rock and physical characteristic of demolished rock.And the criterions are following the equations,σ ββ= 8σ rrand χ < 1 ?1 ν.
引文
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[12]Müller.L,Pacher.F.新奥法的基本思想和主要原则[J].地下工程,1980.61-65.
[13]R S Sinha.Underground Structure Design and Instrumentation[M].Eisevier Sclence Publishers B.V.Amsterdsm,1989.40-103.
[14]彭祝,王元汉,李延芥.Griffith理论与岩爆的判别准则[J].岩石力学与工程学报,1996,(增刊15):491-495.PENG Zhu,WANG Yuan-han,LI Ting-jie.On griffith theory and the rule of rock-burst[J].Chinese Journal of Rock Mechanics and Engineering,1996,(Supp.15):491-495.
[2]陈喁.地壳岩石的力学性能[M].北京:地震出版社,1988.166-180.
[3]孙广忠.岩体结构力学[M].北京:科学出版社,1988.339-352,1-251,353-356.
[4]周德培.太平驿隧洞岩爆特征及防治措施[J].岩石力学与工程学报,1995,14(2):171-178.ZHOU De-pei,On the rock-burst of Tai ping tunnel and prevention[J].Chinese Journal of Rock Mechanics and Engineering,1995,14(2):171-178.
[5]华安增.地下工程周围岩体能量分析[J].岩石力学与工程学报,2003,22(7):1 054-1 059.HUA An-zeng.Study on the energy of the surrounding rock about underground project[J].Chinese Journal of Rock Mechanics and Engineering,2003,22(7):1 054-1 059
[6]K.G.斯塔格,O.C.晋基维茨.工程实用岩石力学[M].北京:地质出版社,1978.94-117.
[7]刘文彬.残余强度特性对宏观岩石破坏的影响[J].岩土工程技术,2004,18(2):59-63.
[8]杨米加.试论破坏后岩石的强度[J].岩石力学与工程学报,1998,17(4):379-385.
[9]陈宗基,康文法.岩石的封闭应力、蠕变和扩容及本构方程[J].岩石力学与工程学报,1991,10(4):299-312.CHEN Zong-ji,KONG Wen-fa.Close stress and peristaltic deformation and expansive dimension and equation of rock[J].Chinese Journal of Rock Mechanics and Engineering,1991,10(4):299-312.
[10]庄礼贤,尹协远,马晖扬.流体力学[M].合肥:中国科学技术大学出版社,1997.50-110.
[11]J C.耶格等著.中国科学院工程力学研究所译.岩石力学基础[M].北京:科学出版社,198l.56-90.
[12]Müller.L,Pacher.F.新奥法的基本思想和主要原则[J].地下工程,1980.61-65.
[13]R S Sinha.Underground Structure Design and Instrumentation[M].Eisevier Sclence Publishers B.V.Amsterdsm,1989.40-103.
[14]彭祝,王元汉,李延芥.Griffith理论与岩爆的判别准则[J].岩石力学与工程学报,1996,(增刊15):491-495.PENG Zhu,WANG Yuan-han,LI Ting-jie.On griffith theory and the rule of rock-burst[J].Chinese Journal of Rock Mechanics and Engineering,1996,(Supp.15):491-495.
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