滇藏铁路丽江玉峰寺隧道围岩岩爆刚度判据
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摘要
从最小能量原理出发,探讨隧道围岩岩爆的刚度判据问题,并应用于滇藏铁路玉峰寺隧道工程。在滇藏铁路玉峰寺隧道代表性围岩岩样全应力应变刚压实验分析的基础上,结合地应力测量资料和数值模拟,分析玉峰寺隧道3种岩性不同围压条件下的变形破坏过程,得到隧道塑性破坏岩体和弹性岩体的刚度曲线,利用刚度判据,分析评价玉峰寺隧道3类岩体发生岩爆的危险性,玄武岩岩爆烈度最高,灰岩次之,砂岩最低,为隧道工程设计提供了参考依据。
The rigidity criterion for rockburst of the tunnel wall is studied and applied in the Yufengsi tunnel of the Yun- nan-Tibet Railway according to the minimum energy theory.On the basis of the rigid compression experiment for complete stress-strain of representative wall rock specimens from the tunnel,combined with the in-situ stress data and numerical simula- tion results,the failure processes of three rock types at different confining pressures are analyzed and the rigidity curves of the plastic rock mass and elastic rock mass in the tunnel are obtained.Finally,the rockburst hazards of the three types of rock in the tunnel are analyzed and evaluated using the rigidity criterion.The degree of rockburst hazards of basalt is highest,next comes that of limestone,and that of sandstone is lowest.This estimation can be used as reference for the tunnel design.
The rigidity criterion for rockburst of the tunnel wall is studied and applied in the Yufengsi tunnel of the Yun- nan-Tibet Railway according to the minimum energy theory.On the basis of the rigid compression experiment for complete stress-strain of representative wall rock specimens from the tunnel,combined with the in-situ stress data and numerical simula- tion results,the failure processes of three rock types at different confining pressures are analyzed and the rigidity curves of the plastic rock mass and elastic rock mass in the tunnel are obtained.Finally,the rockburst hazards of the three types of rock in the tunnel are analyzed and evaluated using the rigidity criterion.The degree of rockburst hazards of basalt is highest,next comes that of limestone,and that of sandstone is lowest.This estimation can be used as reference for the tunnel design.
引文
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[22]王学滨.平面应变压缩岩样侧向变形特征数值模拟[J].岩土工程学报,2005,27(5):525-530.
[23]王学滨,李毅.平面应变含缺陷岩样变形破坏全过程数值模拟[J].中国矿业大学学报,2005,34(2):198-203.
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[25]陈??.地壳岩石的力学性能[M].北京:地震出版社,1988:166-201.
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[27]朱之芳.刚性试验机[M].北京:煤炭工业出版社,1985:98-99.
[2]李玉升.矿山冲击名词探讨——兼评冲击地压[J].煤炭学报,1982, (2):89-95.
[3]李玉生,张万斌,王淑坤.冲击地压机理探讨[J].煤炭学报,1984, (4):1-9.
[4]姚宝魁,张承娟.高地应力坝区硐室围岩岩爆及其断裂机制[J].地下工程,1984,(2):20-26.
[5]Kidybinski A.Bursting liability indices of coal [J].Rock Mech.and Min.Sci.,1981,18(6):295-304.
[6]唐礼中,王文星.一种新的岩爆倾向性指标[J].岩石力学与工程学报,2002,21(6):874-878.
[7]祝方才,潘长良,郭然.一个新的岩爆倾向性指标——有效冲击能指标[J].矿山压力与顶板管理,2002,(3):83-84.
[8]章梦涛.冲击地压失稳理论与数值模拟计算[J].岩石力学与工程学报,1987,(3):197-204.
[9]殷有泉,张宏.断裂带内介质的软化特性和地震的非稳定模型[J].地震学报,1984,(2):135-145.
[10]赵本钧.我国煤矿冲击地压和研究现状[J].东北煤炭技术,1986, (4):121-125.
[11]Salamon M D G.Stability,instability and design of pillar work- ings [J].Rock Mechanics and Mining Sciences,1970,7:613- 631.
[12]Starfield A M,Palrhurst C.How high-speed computers advance design of practical mine pillar systems[J].Engineering and Min- ing Journal,1968,169(5):78-84.
[13]Brady B H G.Boundary element methods for mine design[D]. Ph.D.Thesis,University of London,1979.
[14]尤明庆.岩石试样的强度及变形破坏过程[M].北京:地质出版社, 2000:26-36.
[15]唐春安.岩石破裂过程中的灾变[M].北京:煤炭工业出版社,1993.
[16]潘一山,徐秉业,王明洋.岩石塑性应变梯度与Ⅱ类岩石变形行为研究[J].岩土工程学报,1999,21(4):471-474.
[17]王学滨,潘一山,任伟杰.基于应变梯度理论的岩石试件剪切破坏失稳判据[J].岩石力学与工程学报,2003,22(5):747-750.
[18]潘一山,徐秉业,岑章志.冲击低压变形破坏的梯度塑性理论[J].辽宁工程技术大学学报,1999,18(5):476-479.
[19]王学滨,海龙,宋维源,等.断层岩爆是应变局部化导致的系统失稳回跳[J].岩石力学与工程学报,2004,23(18):3102-3105.
[20]陈刚,潘一山.单轴压缩下岩石应变局部化的应变梯度塑性解[J].岩土力学,2004,25(5):695-699.
[21]王学滨.软化模量对岩样全部变形特征的影响[J].岩土工程学报, 2006,28(5):600-605.
[22]王学滨.平面应变压缩岩样侧向变形特征数值模拟[J].岩土工程学报,2005,27(5):525-530.
[23]王学滨,李毅.平面应变含缺陷岩样变形破坏全过程数值模拟[J].中国矿业大学学报,2005,34(2):198-203.
[24]刘佑荣,唐辉明.岩体力学[M].武汉:中国地质大学出版社,1999: 138-143.
[25]陈??.地壳岩石的力学性能[M].北京:地震出版社,1988:166-201.
[26]Hudson J A,Crouch S,Fairhurst C.Soft,stiff and servo-con- trolled testing machines[J].Eng.Geol.,1972,6(3):155-189.
[27]朱之芳.刚性试验机[M].北京:煤炭工业出版社,1985:98-99.
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