千枚岩隧道变形监控技术研究
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摘要
复杂地质条件下隧道围岩的稳定性和变形问题一直以来都是隧道建设过程中的难点,特别是软弱围岩隧道的大变形问题,具有变形量大,变形时间长等特点。本文以漩坪软岩隧道为工程依托,通过采用前期现场调研、资料收集与整理；数值模拟,对隧道开挖围岩变形,开挖支护方法进行讨论；并结合现场监测分析,现场施工特点,对软岩隧道的施工控制措施进行了归纳总结,得出以下几点主要结论：
(1)通过数值模拟分析软岩隧道围岩的变形规律发现,软岩隧道在无支护状态下,围岩塑性区范围急剧扩大,将发生不可控制的大变形,极易引发塌方等安全事故。采用台阶法开挖能降低围岩变形速率,减少围岩变形量,有效控制围岩变形。发现采用2D台阶长度的台阶法开挖能有效的控制掌子面的水平位移,并且方便现场施工。
(2)利用现场监控量测数据分析,软岩隧道具有前期变形快,变形时期长等特点；整个变形期可分为快速变形阶段,缓慢变形阶段,稳定变形阶段,持续变形阶段；为了防止围岩的持续变形,二次衬砌应在稳定变形阶段(20d-30d)及时施做,承担围岩压力,以防止围岩大变形,避免初期支护破坏。
(3)软岩隧道围岩变形控制应选择少扰动,早支护,紧封闭的施工方案。在保证安全的前提下,充分发挥围岩自承能力,采用钢支撑,喷射混凝土和锚杆相结合的联合支护,以控制围岩的变形。
The surrounding rock stability and deformation problems of Tunnel under complicated geological conditions has always been the difficulty in the tunnel construction process, especially the large deformation problems of the weak rock tunnel, has Features such as large deformation and deformation for a long time. This paper is basing on the Xuanping soft rock tunnel project, Through the use of research, data collection and sorting, numerical simulation, combined with on-site monitoring and analysis, Some achievements obtained are as follows:
(1) Through numerical simulation analysis of soft rock tunnel surrounding rock deformation finds that, soft rock tunnel in non-supporting, the plastic zone of surrounding rock rapid expanse, will occur large deformation, could easily trigger landslides and other accidents. Step method excavation can reduce the rate of deformation of surrounding rock; reduce the amount of surrounding rock deformation, effective control deformation of surrounding rock. And step method excavation which has2D step length can effective control the horizontal displacement of the tunnel face, and facilitate on-site construction.
(2) Analyzing the data of measurement, soft rock tunnel has features as quick deformation and deformation for a long time. The entire deformation period can be divided into rapid deformation stage, slow deformation stage, stable deformation stage and continuous deformation stage. In order to prevent the deformation of the surrounding rock, the secondary lining should be built in stable deformation stage (20d to30d), bearing the rock pressure, to prevent deformation of the surrounding rock, to avoid the destruction of initial support.
(3) Control soft rock tunnel surrounding rock deformation should choose construction program which has fewer disturbances, early support, tight closed. Under the premise of safety, give full play to the self-supporting capacity of surrounding rock, using steel support, spray concrete and anchor, to control the deformation of the surrounding rock.
(1)通过数值模拟分析软岩隧道围岩的变形规律发现,软岩隧道在无支护状态下,围岩塑性区范围急剧扩大,将发生不可控制的大变形,极易引发塌方等安全事故。采用台阶法开挖能降低围岩变形速率,减少围岩变形量,有效控制围岩变形。发现采用2D台阶长度的台阶法开挖能有效的控制掌子面的水平位移,并且方便现场施工。
(2)利用现场监控量测数据分析,软岩隧道具有前期变形快,变形时期长等特点；整个变形期可分为快速变形阶段,缓慢变形阶段,稳定变形阶段,持续变形阶段；为了防止围岩的持续变形,二次衬砌应在稳定变形阶段(20d-30d)及时施做,承担围岩压力,以防止围岩大变形,避免初期支护破坏。
(3)软岩隧道围岩变形控制应选择少扰动,早支护,紧封闭的施工方案。在保证安全的前提下,充分发挥围岩自承能力,采用钢支撑,喷射混凝土和锚杆相结合的联合支护,以控制围岩的变形。
The surrounding rock stability and deformation problems of Tunnel under complicated geological conditions has always been the difficulty in the tunnel construction process, especially the large deformation problems of the weak rock tunnel, has Features such as large deformation and deformation for a long time. This paper is basing on the Xuanping soft rock tunnel project, Through the use of research, data collection and sorting, numerical simulation, combined with on-site monitoring and analysis, Some achievements obtained are as follows:
(1) Through numerical simulation analysis of soft rock tunnel surrounding rock deformation finds that, soft rock tunnel in non-supporting, the plastic zone of surrounding rock rapid expanse, will occur large deformation, could easily trigger landslides and other accidents. Step method excavation can reduce the rate of deformation of surrounding rock; reduce the amount of surrounding rock deformation, effective control deformation of surrounding rock. And step method excavation which has2D step length can effective control the horizontal displacement of the tunnel face, and facilitate on-site construction.
(2) Analyzing the data of measurement, soft rock tunnel has features as quick deformation and deformation for a long time. The entire deformation period can be divided into rapid deformation stage, slow deformation stage, stable deformation stage and continuous deformation stage. In order to prevent the deformation of the surrounding rock, the secondary lining should be built in stable deformation stage (20d to30d), bearing the rock pressure, to prevent deformation of the surrounding rock, to avoid the destruction of initial support.
(3) Control soft rock tunnel surrounding rock deformation should choose construction program which has fewer disturbances, early support, tight closed. Under the premise of safety, give full play to the self-supporting capacity of surrounding rock, using steel support, spray concrete and anchor, to control the deformation of the surrounding rock.
引文
[1]何满潮.软岩巷道工程概论.中国矿业大学出版社.1993
[2]郑颖人等.地下工程喷锚支护设计指南.中国铁道出版社,1988
[3]韩瑞庚.地下工程新奥法.科学出版社.1987
[4]何满潮,景海河,孙晓叨.软岩工程力学[M].科学出版社.2002
[5]余灿.冶金矿山金川型地下空间不变空间的控制[J].地下下程.1983,1-6
[6]朱建明,徐金海,张宏涛.围岩大变形机理及控制技术研究.科学出版社.2010
[7]刘占魁,刘宝许.隧道工程监控技术与位移反分析测点优化布置[J].包头钢铁学院学报,2002(3).
[8]张连成,叶飞公路隧道现场监控量测的几个问题。 公路交通技术2007第一期
[9]吴从师,阳军生. 隧道施工监控量测与超前地质预报.人民交通出版社.2012.9
[10]洪开荣.山区高速公路隧道施工关键技术.人们交通出版社.2011.5
[11]吴建兵.软弱围岩隧道快速掘进变形预测及支护方案研究.武汉理工大学硕士论文.
[12]朱维申,何满潮.复杂条件围岩稳定性与岩体动态施工力学[M].北京出版社.1995
[13]范秋雁.试论软岩支护的理论基础.地下空间,Vo1.19.No.4.1999
[14]郭富利.堡镇软岩隧道大变形机理及控制技术研究. 博士论文.2009.12
[15]林才奎,杨红军等.复杂地质条件下隧道施工安全保障技术.人们交通出版社.2010.4
【16】Marti, J. and P.A. Cundall. "Mixed Discretization Procedure for Accurate Solution of Plasticity Problems, " Int. J. Num. Methods and Anal. Methods in Geomech. 1982,6,129~139
【17】Nagtegaal, J. C., D. M. ParksandJR. Rice. "On Numerically Accurate Finite Element Solutions in the Fully-Plastic Range," ComP. Meth. Appl. Meeh.& Eng.,1974, 4,153~177.
【18】Pollitz F, Wicks C, Thatcher W. Mantle flow beneath a continental strike-slip fault: post seismic deformation after the 1999 Hector Mine earthquake. Science,2001,293: 1814-1818
【19】Yang, C. H. and Li, T. J. (1992) An experimental study on the dynamic characteristic behavior of soft rock under a high strain-rate, Proceedings of the International Symposium on Intense Dynamic Loading and Its Effects, Chengdu, China, pp.282~285
【20】ITASCA Consulting Group. Inc. FLAC Basics 1999 [M].
【21】ITASCA Consulting Group. Inc. THEORY AND BACKGROUND 1999[M].
[22]吴建兵.软岩隧道快速掘进中变形预测及支护方案优化的研究[D].武汉理工大学.2003
[23]朱少刚.偏压隧道软弱围岩及其初期支护稳定性研究[D].重庆大学.2008.
[24]鄢建华.高地应力围岩挤压性大变形分析及数值模拟[J].南京水利科学研究院.2004
[25]柴瑞峰,王才高.乌鞘岭特长隧道大变形围岩段施工技术[J].铁道建筑.2005(12).
[26]唐儒敏,李虎章.锦屏二级水电站引水隧洞软岩大变形洞段二次开挖支护施工技术[J].水利水电技术,2012(5)：4～5
[27]关宝树.隧道工程施工要点集[M].人民交通出版社,2008年4月,第六次印刷.
【28】Brady, B.H. G. and Brown, E. T. (1993) Rock Mechanics for underground mining,2nd edition, Chapman & Hall, London.
[29]关宝树.隧道力学概论[M].西南交通大学出版社,1993年3月,第一次印刷
[30]黄林伟.软岩隧道大变形力学行为与控制技术的研究[D].重庆大学.2008.
[31]漩坪隧道地质勘查报告 四川省绵阳川西北地质工程勘察院
[32]刘泮兴,任秋儒,朱永全.锚杆支护在整治高地应力软岩隧道大变形的效应分析(1).石家庄铁道学院学报,2006,(0]).
[33]吴建兵.软岩隧道支护机理及工程实践[J]土工基础,2003,(02).
[34]孙明磊,李文江,贾晓云.高地应力条件下软岩大变形隧进极限位移计兑模拟[J].石家庄铁路职业技术学院学报,2006,(01).
[35]李荣.公路隧造初期支护大变形处理印.西部探矿工程.2005,(07).
[36]李永林,冯学钢,姜云,何川.隧进工程围岩大变形及预测预报研究[j].现代隧道技术,2005,(05)
[37]张健.超大性箱涵顶进引起的地层移动规律研究[D].中国地质大学.2007.
[38]吴建兵.软岩隧道快速掘进中变形预测及支护方案优化的研究[D].武汉理工大学,2003
[39]覃业艳.色尔古水电站引水隧道软岩大变形控制技术研究[J].西南交通大学学报,2004
[40]王睿.国道317线鹧鸪山隧道围岩大变形机制及防治措施研究[D].成都理工大学,2003
[41]柴瑞峰,王才高.乌鞘岭特长隧道大变形围岩段施工技术[J].铁道建筑,2005,(12).
[42]卿三惠,黄润秋.乌鞘岭隧道软岩大变形防治技术问题探讨[J].路基工程,2005,(04).
[43]卿三惠,黄润秋.乌鞘岭特长P遂道软弱围岩大变形特性研究[J].现代隧道技术,2005,(02).
[44]孙建国.鹧鸪山公路隧道测试、监测及围岩稳定性研究[D].成都理工大学.2004
[45]胡建明.大跨度小净距公路隧道施工监测及围岩稳定性研究.重庆大学.2006
【46】Einstien, Herbert H.& Bischoff.” N. Design of Tunnels in swelling Rocks, Proc. Design Methods in Rock Mechanics.16th symp. Minneapolis. USA.
【47】Kirsten HAD. Determination of rock mass elastic moduli by back analysis of deformation measurement. Proceedings of Symposium on Exploration for Rock Engineerings. Johannesbuerg,
【48】Maier G, Jurina L, Podolak K. On model indetification problem in rock mechanics. Proceedings of Symposium on the Geotechnics of Structurally Complex Formations, Capri,1977.
【49】Sakurai S. Determination of initial stresses and mechanical properties of viscoelastic underground medium. Proc,3rd ISRM Cong, Denver 1974.
【50】Gioda G. Indirect identification of the average elastic characterization of rock masses. In:Proc Int Conf on Structural Foundation on Rock. Sydney,1980
【51】Gioda G. Some remarks on back analysis and characterization problems. In:Proc Sth Int Conf on Num Meth in Geom. Nagoya,1985.
[52]李海洋.高速公路软弱围岩隧道大变形数值模拟与应用研究[D].中国地质大学.2007
[53]李洛.铁路隧道在高地应力作用下的数值分析[D].兰州理工大学.2012
[54]李权.软岩大变形公路隧道变形规律及控制技术研究[D].西南交通大学.2011
[55]丁勇春.基于三维快速拉格朗日法的基坑开挖与支护数值模拟研究[D].扬州大学.2005
[2]郑颖人等.地下工程喷锚支护设计指南.中国铁道出版社,1988
[3]韩瑞庚.地下工程新奥法.科学出版社.1987
[4]何满潮,景海河,孙晓叨.软岩工程力学[M].科学出版社.2002
[5]余灿.冶金矿山金川型地下空间不变空间的控制[J].地下下程.1983,1-6
[6]朱建明,徐金海,张宏涛.围岩大变形机理及控制技术研究.科学出版社.2010
[7]刘占魁,刘宝许.隧道工程监控技术与位移反分析测点优化布置[J].包头钢铁学院学报,2002(3).
[8]张连成,叶飞公路隧道现场监控量测的几个问题。 公路交通技术2007第一期
[9]吴从师,阳军生. 隧道施工监控量测与超前地质预报.人民交通出版社.2012.9
[10]洪开荣.山区高速公路隧道施工关键技术.人们交通出版社.2011.5
[11]吴建兵.软弱围岩隧道快速掘进变形预测及支护方案研究.武汉理工大学硕士论文.
[12]朱维申,何满潮.复杂条件围岩稳定性与岩体动态施工力学[M].北京出版社.1995
[13]范秋雁.试论软岩支护的理论基础.地下空间,Vo1.19.No.4.1999
[14]郭富利.堡镇软岩隧道大变形机理及控制技术研究. 博士论文.2009.12
[15]林才奎,杨红军等.复杂地质条件下隧道施工安全保障技术.人们交通出版社.2010.4
【16】Marti, J. and P.A. Cundall. "Mixed Discretization Procedure for Accurate Solution of Plasticity Problems, " Int. J. Num. Methods and Anal. Methods in Geomech. 1982,6,129~139
【17】Nagtegaal, J. C., D. M. ParksandJR. Rice. "On Numerically Accurate Finite Element Solutions in the Fully-Plastic Range," ComP. Meth. Appl. Meeh.& Eng.,1974, 4,153~177.
【18】Pollitz F, Wicks C, Thatcher W. Mantle flow beneath a continental strike-slip fault: post seismic deformation after the 1999 Hector Mine earthquake. Science,2001,293: 1814-1818
【19】Yang, C. H. and Li, T. J. (1992) An experimental study on the dynamic characteristic behavior of soft rock under a high strain-rate, Proceedings of the International Symposium on Intense Dynamic Loading and Its Effects, Chengdu, China, pp.282~285
【20】ITASCA Consulting Group. Inc. FLAC Basics 1999 [M].
【21】ITASCA Consulting Group. Inc. THEORY AND BACKGROUND 1999[M].
[22]吴建兵.软岩隧道快速掘进中变形预测及支护方案优化的研究[D].武汉理工大学.2003
[23]朱少刚.偏压隧道软弱围岩及其初期支护稳定性研究[D].重庆大学.2008.
[24]鄢建华.高地应力围岩挤压性大变形分析及数值模拟[J].南京水利科学研究院.2004
[25]柴瑞峰,王才高.乌鞘岭特长隧道大变形围岩段施工技术[J].铁道建筑.2005(12).
[26]唐儒敏,李虎章.锦屏二级水电站引水隧洞软岩大变形洞段二次开挖支护施工技术[J].水利水电技术,2012(5)：4～5
[27]关宝树.隧道工程施工要点集[M].人民交通出版社,2008年4月,第六次印刷.
【28】Brady, B.H. G. and Brown, E. T. (1993) Rock Mechanics for underground mining,2nd edition, Chapman & Hall, London.
[29]关宝树.隧道力学概论[M].西南交通大学出版社,1993年3月,第一次印刷
[30]黄林伟.软岩隧道大变形力学行为与控制技术的研究[D].重庆大学.2008.
[31]漩坪隧道地质勘查报告 四川省绵阳川西北地质工程勘察院
[32]刘泮兴,任秋儒,朱永全.锚杆支护在整治高地应力软岩隧道大变形的效应分析(1).石家庄铁道学院学报,2006,(0]).
[33]吴建兵.软岩隧道支护机理及工程实践[J]土工基础,2003,(02).
[34]孙明磊,李文江,贾晓云.高地应力条件下软岩大变形隧进极限位移计兑模拟[J].石家庄铁路职业技术学院学报,2006,(01).
[35]李荣.公路隧造初期支护大变形处理印.西部探矿工程.2005,(07).
[36]李永林,冯学钢,姜云,何川.隧进工程围岩大变形及预测预报研究[j].现代隧道技术,2005,(05)
[37]张健.超大性箱涵顶进引起的地层移动规律研究[D].中国地质大学.2007.
[38]吴建兵.软岩隧道快速掘进中变形预测及支护方案优化的研究[D].武汉理工大学,2003
[39]覃业艳.色尔古水电站引水隧道软岩大变形控制技术研究[J].西南交通大学学报,2004
[40]王睿.国道317线鹧鸪山隧道围岩大变形机制及防治措施研究[D].成都理工大学,2003
[41]柴瑞峰,王才高.乌鞘岭特长隧道大变形围岩段施工技术[J].铁道建筑,2005,(12).
[42]卿三惠,黄润秋.乌鞘岭隧道软岩大变形防治技术问题探讨[J].路基工程,2005,(04).
[43]卿三惠,黄润秋.乌鞘岭特长P遂道软弱围岩大变形特性研究[J].现代隧道技术,2005,(02).
[44]孙建国.鹧鸪山公路隧道测试、监测及围岩稳定性研究[D].成都理工大学.2004
[45]胡建明.大跨度小净距公路隧道施工监测及围岩稳定性研究.重庆大学.2006
【46】Einstien, Herbert H.& Bischoff.” N. Design of Tunnels in swelling Rocks, Proc. Design Methods in Rock Mechanics.16th symp. Minneapolis. USA.
【47】Kirsten HAD. Determination of rock mass elastic moduli by back analysis of deformation measurement. Proceedings of Symposium on Exploration for Rock Engineerings. Johannesbuerg,
【48】Maier G, Jurina L, Podolak K. On model indetification problem in rock mechanics. Proceedings of Symposium on the Geotechnics of Structurally Complex Formations, Capri,1977.
【49】Sakurai S. Determination of initial stresses and mechanical properties of viscoelastic underground medium. Proc,3rd ISRM Cong, Denver 1974.
【50】Gioda G. Indirect identification of the average elastic characterization of rock masses. In:Proc Int Conf on Structural Foundation on Rock. Sydney,1980
【51】Gioda G. Some remarks on back analysis and characterization problems. In:Proc Sth Int Conf on Num Meth in Geom. Nagoya,1985.
[52]李海洋.高速公路软弱围岩隧道大变形数值模拟与应用研究[D].中国地质大学.2007
[53]李洛.铁路隧道在高地应力作用下的数值分析[D].兰州理工大学.2012
[54]李权.软岩大变形公路隧道变形规律及控制技术研究[D].西南交通大学.2011
[55]丁勇春.基于三维快速拉格朗日法的基坑开挖与支护数值模拟研究[D].扬州大学.2005