隧道围岩稳定性数值模拟研究现状与发展方向
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摘要
由于隧道所处的特殊地质环境,如埋藏深、地应力高、温度高、渗透压高,存在各种节理、裂隙等不连续面等,这些因素对隧道围岩稳定性有重要的影响。与隧道围岩稳定性分析的解析方法和物理模拟实验方法相比,数值模拟分析方法精度高,具有良好的适应性、通用性和灵活性,已成为解决岩土工程问题有效的工具之一。文中介绍了有限元、边界元、离散元等数值模拟分析方法在隧道围岩稳定性中的应用情况,并指出了在数值模拟方面存在的问题。最后对隧道围岩稳定性数值模拟方法的未来发展方向进行了探讨。
The geology environment of the tunnels is peculiar,for example deep buried depth,high ground stress,high temperature and high osmotic pressure.Moreover there are discontinuous planes,such as various joint and fissure.These factors have an important effect on the stability of surrounding rocks in tunnel.Compared with the analytic method and physical simulation experiment method for analysis of the stability of surrounding rocks in tunnel,the numerical simulation analysis method has the advantages of high accuracy,fine adaptability,versatility and flexibility.The method has become one of the effective ways to resolve the geotechnical problems.The application of the numerical simulation methods in the stability analysis of surrounding rocks in tunnel,such as the finite element method,the boundary element method and the distinct element method are introduced.Some problems in the numerical simulation method are indicated.The developmental trend of the numerical simulation method of stability analysis of surrounding rocks in tunnel is discussed.
The geology environment of the tunnels is peculiar,for example deep buried depth,high ground stress,high temperature and high osmotic pressure.Moreover there are discontinuous planes,such as various joint and fissure.These factors have an important effect on the stability of surrounding rocks in tunnel.Compared with the analytic method and physical simulation experiment method for analysis of the stability of surrounding rocks in tunnel,the numerical simulation analysis method has the advantages of high accuracy,fine adaptability,versatility and flexibility.The method has become one of the effective ways to resolve the geotechnical problems.The application of the numerical simulation methods in the stability analysis of surrounding rocks in tunnel,such as the finite element method,the boundary element method and the distinct element method are introduced.Some problems in the numerical simulation method are indicated.The developmental trend of the numerical simulation method of stability analysis of surrounding rocks in tunnel is discussed.
引文
[1]蔡美峰.岩石力学与工程[M].北京:科学出版社,2002.231～302.
[2]孙钧.岩土材料流变及其工程应用[M].北京:中国建筑工业出版社,1999.66～79.
[3]Owen D R J,Hinton E.Finite Elements in Plasticity;Theory and Practice[M].Swansea;Pine ridge Press Limited,1980.
[4]徐军,郑颖人.隧道围岩弹塑性随机有限元分析及可靠度计算[J].岩土力学,2003,24(1):70～74.
[5]张华兵,倪玉山,赵学勐.黄土隧道围岩稳定性粘弹塑性有限元分析[J].岩土力学,2004(增刊):247～250.
[6]胡文清,郑颖人,钟昌云.木寨岭隧道软弱围岩段施工方法及数值分析[J].地下空间,2004,24(2):194～197.
[7]李斯海.厦门市仙岳山隧道围岩稳定性三维有限元计算分析[J].岩石力学与工程学报,2000,19(2):211～214.
[8]安红刚,冯夏庭,李邵军.并行ENN-FEM分析力学参数对洞室群稳定性的影响[J].岩土力学,2004,25(4):529～533.
[9]师金锋,张应龙.超大断面隧道围岩的稳定性分析[J].地下空间与工程学报,2005,1(2):227～241.
[10]余卫平,汪小刚等.地下洞室群围岩稳定性分析及其结果的可视化[J].岩石力学与工程学报,2005,24(20):3030～3736.
[11]王春生,周翠英.梅河高速公路隧道稳定性数值模拟[J].中山大学学报(自然科学版),2005,44(1):38～40.
[12]胡元芳.小线间距城市双线隧道围岩稳定性分析[J].岩石力学与工程学报,2002年,21(9):1335～1338.
[13]李杰,郭海燕等.丈八口隧道围岩稳定性分析[J].岩土力学,2004(增刊):536～540.
[14]刘刚,宋宏伟.围岩松动圈影响因素的数值模拟[J].矿冶工程,2003,(1):1～3.
[15]李德海,王东攀,高保彬.围岩粘弹性模型有限元模拟分析[J].矿冶工程,2005,(1):1～8.
[16]Kim K,Yao C Y.Effect of micromechanical property variation on fracture processes in simple tension[A].In:Daemen Sed.Rock Me-chanics[C].Rotterdam:A.A.Balkema,1995.471476.
[17]Fairhurst C.Geomaterials and recent development in micromechanical numerical models[J].News Journal,1997,4(2):1114.
[18]Schalagen E,van Mier J G M.Simplelattice model for numerical sim-ulation of fracture of concrete materials and structures[J].Materials and Structures,1992,25:534542.
[19]唐春安,刘红元.非均匀性对岩石介质中裂纹扩展模式的影响[J].地球物理学报,2000年43(1):116～121.
[20]唐春安,黄明利等.岩石介质中多裂纹扩展相互作用及其贯通机制的数值模拟[J].地震,2001年21(2):53～58.
[21]唐春安,李连崇.岩土工程稳定性分析RFPA强度折减法[J].岩石力学与工程学报,2006年,25(8):1522～1530.
[22]刘庭金,朱合华,唐春安.围岩卸载损伤演化及应力场调整有限元分析[J].地下空间,2002年,22(4):310～319.
[23]P.Kumar.Infinite Elements for Numerical Analysis of Underground Excavations[J].Tunnelling and Underground Technology,2000,15(1):117～124.
[24]朱合华,陈清军,杨林德.边界元法及其在岩土工程中的应用[M].上海:同济大学出版社,1997.
[25]K.J.Shou.A Three-Dimensional Hybrid Boundary Element Method for Non-Linear Analysis of a Weak Plane Near an Underground Excava-tion[J].Tunnelling and Underground Space Technology,2000,15(2):215～226.
[26]王鲁明,赵洪先,华安增.分层介质对巷道裂隙围岩稳定性影响的数值分析[J].矿山压力与顶板管理,2004,(3):8～14.
[27]魏作安.锚喷支护巷道围岩变形与破坏的边界元分析[J].有色冶金设计与研究,1995,16(3):3～5.
[28]李顺才,卓士创,谢卫红.圆形巷道围岩应力场的自然边界元法[J].煤炭学报,2004,29(6):672～675.
[29]王志亮,李筱艳.某隧道工程的参数反演及围岩稳定边界元分析[J].岩土工程技术2001,(3):176～179.
[30]徐干成.粘弹性边界元法预测锚喷支护隧道围岩稳定性[J].岩土力学,2001,22(1):12～15.
[31]Wang G.Numerische Untersuchungen Zum Bruchund Verformung-sverhalten Von Geklüfteten Gebirgsbreichen Beim Tunnelbau[M].[S.l.]:Veroffentlichungen desInstitutsür Geotechnik der Technischen Universitat Bergakademie Freiberg,Heft,2001.
[32]Hart R,Cundall P A,Lcmos J Formulations of three-dimensional dis-tinct element model PARTII:Mechanical calculation of a systemcom-posed of many polyhedral blocks.International Journal of Rock Me-chanics and Mining Sciences,1988(3).
[33]胡夏嵩,赵法锁.低地应力区地下洞室初始和二次应力离散元模拟[J].金属矿山,2004,(11):18～21.
[34]王涛,陈晓玲,于利宏.地下洞室群围岩稳定的离散元计算[J].岩土力学,2005,26(12):1936～1940.
[35]王涛,陈晓玲,杨建.基于3DGIS和3DEC的地下洞室围岩稳定性研究[J].岩石力学与工程学报,2005年,24(19):3476～3481.
[36]王贵君.节理裂隙岩体中不同埋深无支护暗挖隧洞稳定性的离散元法数值分析[J].岩石力学与工程学报,2004,23(7):1154～1157.
[37]Charles Fairhurst,Juemin Pei.A Comparison Between the Distinct Element Method andthe Finite Element Methodfor Analysis of the Sta-bility of an Excavation in Jointed Rock[J].Tunnelling and Underg-round Space Technology,1990,5(1):111～117.
[38]谭云亮,姜福兴等.锚杆对节理围岩稳定性影响的离散元研究[J].工程地质学报1999,7(4):361～365.
[39]廖巍,徐海清,刘贵应.岩体结构面组合对巷道围岩稳定性的影响[J].安全与环境工程,2004,11(2):65～67.
[2]孙钧.岩土材料流变及其工程应用[M].北京:中国建筑工业出版社,1999.66～79.
[3]Owen D R J,Hinton E.Finite Elements in Plasticity;Theory and Practice[M].Swansea;Pine ridge Press Limited,1980.
[4]徐军,郑颖人.隧道围岩弹塑性随机有限元分析及可靠度计算[J].岩土力学,2003,24(1):70～74.
[5]张华兵,倪玉山,赵学勐.黄土隧道围岩稳定性粘弹塑性有限元分析[J].岩土力学,2004(增刊):247～250.
[6]胡文清,郑颖人,钟昌云.木寨岭隧道软弱围岩段施工方法及数值分析[J].地下空间,2004,24(2):194～197.
[7]李斯海.厦门市仙岳山隧道围岩稳定性三维有限元计算分析[J].岩石力学与工程学报,2000,19(2):211～214.
[8]安红刚,冯夏庭,李邵军.并行ENN-FEM分析力学参数对洞室群稳定性的影响[J].岩土力学,2004,25(4):529～533.
[9]师金锋,张应龙.超大断面隧道围岩的稳定性分析[J].地下空间与工程学报,2005,1(2):227～241.
[10]余卫平,汪小刚等.地下洞室群围岩稳定性分析及其结果的可视化[J].岩石力学与工程学报,2005,24(20):3030～3736.
[11]王春生,周翠英.梅河高速公路隧道稳定性数值模拟[J].中山大学学报(自然科学版),2005,44(1):38～40.
[12]胡元芳.小线间距城市双线隧道围岩稳定性分析[J].岩石力学与工程学报,2002年,21(9):1335～1338.
[13]李杰,郭海燕等.丈八口隧道围岩稳定性分析[J].岩土力学,2004(增刊):536～540.
[14]刘刚,宋宏伟.围岩松动圈影响因素的数值模拟[J].矿冶工程,2003,(1):1～3.
[15]李德海,王东攀,高保彬.围岩粘弹性模型有限元模拟分析[J].矿冶工程,2005,(1):1～8.
[16]Kim K,Yao C Y.Effect of micromechanical property variation on fracture processes in simple tension[A].In:Daemen Sed.Rock Me-chanics[C].Rotterdam:A.A.Balkema,1995.471476.
[17]Fairhurst C.Geomaterials and recent development in micromechanical numerical models[J].News Journal,1997,4(2):1114.
[18]Schalagen E,van Mier J G M.Simplelattice model for numerical sim-ulation of fracture of concrete materials and structures[J].Materials and Structures,1992,25:534542.
[19]唐春安,刘红元.非均匀性对岩石介质中裂纹扩展模式的影响[J].地球物理学报,2000年43(1):116～121.
[20]唐春安,黄明利等.岩石介质中多裂纹扩展相互作用及其贯通机制的数值模拟[J].地震,2001年21(2):53～58.
[21]唐春安,李连崇.岩土工程稳定性分析RFPA强度折减法[J].岩石力学与工程学报,2006年,25(8):1522～1530.
[22]刘庭金,朱合华,唐春安.围岩卸载损伤演化及应力场调整有限元分析[J].地下空间,2002年,22(4):310～319.
[23]P.Kumar.Infinite Elements for Numerical Analysis of Underground Excavations[J].Tunnelling and Underground Technology,2000,15(1):117～124.
[24]朱合华,陈清军,杨林德.边界元法及其在岩土工程中的应用[M].上海:同济大学出版社,1997.
[25]K.J.Shou.A Three-Dimensional Hybrid Boundary Element Method for Non-Linear Analysis of a Weak Plane Near an Underground Excava-tion[J].Tunnelling and Underground Space Technology,2000,15(2):215～226.
[26]王鲁明,赵洪先,华安增.分层介质对巷道裂隙围岩稳定性影响的数值分析[J].矿山压力与顶板管理,2004,(3):8～14.
[27]魏作安.锚喷支护巷道围岩变形与破坏的边界元分析[J].有色冶金设计与研究,1995,16(3):3～5.
[28]李顺才,卓士创,谢卫红.圆形巷道围岩应力场的自然边界元法[J].煤炭学报,2004,29(6):672～675.
[29]王志亮,李筱艳.某隧道工程的参数反演及围岩稳定边界元分析[J].岩土工程技术2001,(3):176～179.
[30]徐干成.粘弹性边界元法预测锚喷支护隧道围岩稳定性[J].岩土力学,2001,22(1):12～15.
[31]Wang G.Numerische Untersuchungen Zum Bruchund Verformung-sverhalten Von Geklüfteten Gebirgsbreichen Beim Tunnelbau[M].[S.l.]:Veroffentlichungen desInstitutsür Geotechnik der Technischen Universitat Bergakademie Freiberg,Heft,2001.
[32]Hart R,Cundall P A,Lcmos J Formulations of three-dimensional dis-tinct element model PARTII:Mechanical calculation of a systemcom-posed of many polyhedral blocks.International Journal of Rock Me-chanics and Mining Sciences,1988(3).
[33]胡夏嵩,赵法锁.低地应力区地下洞室初始和二次应力离散元模拟[J].金属矿山,2004,(11):18～21.
[34]王涛,陈晓玲,于利宏.地下洞室群围岩稳定的离散元计算[J].岩土力学,2005,26(12):1936～1940.
[35]王涛,陈晓玲,杨建.基于3DGIS和3DEC的地下洞室围岩稳定性研究[J].岩石力学与工程学报,2005年,24(19):3476～3481.
[36]王贵君.节理裂隙岩体中不同埋深无支护暗挖隧洞稳定性的离散元法数值分析[J].岩石力学与工程学报,2004,23(7):1154～1157.
[37]Charles Fairhurst,Juemin Pei.A Comparison Between the Distinct Element Method andthe Finite Element Methodfor Analysis of the Sta-bility of an Excavation in Jointed Rock[J].Tunnelling and Underg-round Space Technology,1990,5(1):111～117.
[38]谭云亮,姜福兴等.锚杆对节理围岩稳定性影响的离散元研究[J].工程地质学报1999,7(4):361～365.
[39]廖巍,徐海清,刘贵应.岩体结构面组合对巷道围岩稳定性的影响[J].安全与环境工程,2004,11(2):65～67.
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