洞室围岩薄弱区三维数值模拟研究
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摘要
洞室围岩破坏通常是从局部开始的,首先破坏的部位就是围岩的薄弱部位或关键部位。对薄弱部位及时加固将收到事半功倍的效果。围岩软弱层带和围岩应力集中是形成薄弱区的两种基本原因。围岩的薄弱部位既具有一定的规律性,又可因岩体结构特征、初始地应力场、洞室形态和洞轴线展布方向、开挖方式的不同而有所区别。对泰安抽水蓄能电站地下洞群围岩稳定性进行了三维有限元数值模拟研究,结果表明:围岩最薄弱部位有时可能在距洞端一定距离上;围岩稳定性分析中选择洞室中部垂直洞轴线剖面作为典型剖面进行稳定性分析,由此而获得的计算结果有时可能偏于不安全。对于复杂的大型地下洞室群,应采用三维数值分析方法进行模拟才能找出潜在的围岩薄弱区。
The rockmass failure with underground excavation often results from local instability. The initial failure position is the weak part of surrounding rockmasses. The failure of surrounding rockmasses may be caused by lower strength of rockmasses somewhere or by concentration of stress by excavation. 3D finite element modeling is made to study the stability of the surrounding rockmasses of Tai抋n pumped storage powerstation. The numerical study shows that the weak position is not located at the middle of the powerhouse,but at the part with certain distance to one end of the power house. Therefore,the support design based on 2D numerical simulation is not safe,which shows that the weak position is located at the middle part of the powerhouse,and the support design based on 3D numerical modeling should be taken instead.
The rockmass failure with underground excavation often results from local instability. The initial failure position is the weak part of surrounding rockmasses. The failure of surrounding rockmasses may be caused by lower strength of rockmasses somewhere or by concentration of stress by excavation. 3D finite element modeling is made to study the stability of the surrounding rockmasses of Tai抋n pumped storage powerstation. The numerical study shows that the weak position is not located at the middle of the powerhouse,but at the part with certain distance to one end of the power house. Therefore,the support design based on 2D numerical simulation is not safe,which shows that the weak position is located at the middle part of the powerhouse,and the support design based on 3D numerical modeling should be taken instead.
引文
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16俞茂宏.双剪理论及其应用[M].北京:科学出版社,1998
2杨明举,王民寿.岩体参数影响大型地下洞室群围岩稳定性的灵敏度分析[J].西南交通大学学报,2000,35(5):488～491
3劭建国,徐国刚.地下洞室群的弹粘塑性有限元分析[J].河海大学学报(自然科学版),2001,29(6):112～115
4刘宁,邵建国.地应力渗流共同作用下洞室围岩加锚稳定的可靠度计算[J].岩土工程学报,2000,22(6):711～715
5陶连金,张倬元.在地震荷载作用下的节理岩体地下洞室围岩稳定分析[J].中国地质灾害与防治学报,1998,9(1):32～40
6凌建明,尧军.卸荷条件下地下洞室围岩稳定的损伤力学分析方法[J].石家庄铁道学院学报,1998,11(4):10～15
7肖明.地下洞室施工开挖三维动态过程模拟分析[J].岩土工程学报,2000,22(4):421～425
8PelletF,BenoitO.3-D numerical simulation of the behaviour of underground structures crossing faults zone[A].In:VouilleG,BerestP ed.Proc. of9thInternationalCongress onRockMechanics[C].Rotterdam:A.A.Balkema,1999,213～218
9李正刚.二滩水电站地下厂房系统洞室围岩破坏性研究[J].水力发电,1997,(8):50～53
10DhawanK R,SinghD N,GuptaI D.2D and3D finite element analysis of underground openings in an inhomogeneous rock mass[J].InternationalJournal ofRockMechanics andMiningSciences,2002,39(2):217～227
11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
12张倬元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,1994
13GoodmanE.Introduction toRockMechanics[M].NewYork:JohnWiley&Sons,1989
14尚岳全.岩体稳定与区域稳定数值模拟模型边界条件确定方法[J].岩石力学与工程学报,1999,18(2):201～204
15李术才,朱维申,张玉军.裂隙岩体大型洞室群施工顺序优化研究[J].岩土工程学报,1998,20(1):1～4
16俞茂宏.双剪理论及其应用[M].北京:科学出版社,1998
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