石窟顶板流变断裂过程的数值模拟与反演分析
|
摘要
龙游石窟5号洞顶板在多处有破坏痕迹和离层变形,经现场调研和实测,在洞室出口处顶板离层变形达75～78mm,侧面岩层出现悬臂梁式的破断现象。为了探讨龙游石窟5号洞顶板破坏过程,了解洞室的长期稳定性,基于最大拉应力追踪法和岩石断裂过程的反演数值模型,利用现场实测破坏形态及变形数据,对5号洞进行了流变断裂过程的数值模拟与反演分析。在反演分析过程中,运用正交试验方法,设计了27种数值模拟方案,通过正交试验设计的直观分析,获得了洞室顶板岩层与薄夹层的流变参数和其他敏感参数的最佳组合方案。利用所获得的参数最佳组合方案,对洞室进行了长期稳定性分析和流变断裂过程的数值模拟,数值模拟结果表明,在洞室出口处顶板离层变形达54.24mm,断裂部位与现场破断部位基本相同。此外,流变模拟分析中出现在洞室深部的顶板离层也十分明显,这一现象与现场观察到的表观变形形态比较相近。
There are some damages and separating deformation in the roof of Longyou grotto No.5.According to in-situ investigation and measurement,separating deformation of roof at the grotto exit accumulated to 75–78 mm,and there are damages and fracture phenomenon like cantilever beam at lateral side of grotto roof.In order to understand the fracture process of the roof for grotto No.5 and long-term stability,the numerical simulation and back analysis of rheologic fracture are carried out by using in-situ damage pattern and deformation data,based on the tracking method of maximum tensile stress and the back analysis of rheologic fracture presented by the authors.In the process of back analysis,the orthogonal experiment is used to design 27 kinds of the schemes of numerical simulation.The optimum scheme of parameters which are composed of the rheologic parameters of rock layer,thin double-layer and other sensitive parameters is obtained by analyzing the orthogonal experiment results.The long-term stability and the process of rheologic fracture are analyzed by utilizing the obtained optimum scheme.The calculated results show that the separating deformation of the roof at the grotto exit is 54.24 mm and the fracture location is same as the location of in-situ fracture.In addition,the separation deformation of roof at the grotto recess is also very obvious in rheologic numerical simulation;and the phenomenon is similar to the apparent form of in-situ deformation.
There are some damages and separating deformation in the roof of Longyou grotto No.5.According to in-situ investigation and measurement,separating deformation of roof at the grotto exit accumulated to 75–78 mm,and there are damages and fracture phenomenon like cantilever beam at lateral side of grotto roof.In order to understand the fracture process of the roof for grotto No.5 and long-term stability,the numerical simulation and back analysis of rheologic fracture are carried out by using in-situ damage pattern and deformation data,based on the tracking method of maximum tensile stress and the back analysis of rheologic fracture presented by the authors.In the process of back analysis,the orthogonal experiment is used to design 27 kinds of the schemes of numerical simulation.The optimum scheme of parameters which are composed of the rheologic parameters of rock layer,thin double-layer and other sensitive parameters is obtained by analyzing the orthogonal experiment results.The long-term stability and the process of rheologic fracture are analyzed by utilizing the obtained optimum scheme.The calculated results show that the separating deformation of the roof at the grotto exit is 54.24 mm and the fracture location is same as the location of in-situ fracture.In addition,the separation deformation of roof at the grotto recess is also very obvious in rheologic numerical simulation;and the phenomenon is similar to the apparent form of in-situ deformation.
引文
[1]王芝银,杨志法,王思敬.岩石力学位移反演分析回顾及进展[J].力学进展,1998,28(4):488–498.(Wang Zhiyin,Yang Zhifa,Wang Sijing.Review on inverse analysis of displacements in rock mechanics[J].Advances in Mechanics,1998,28(4):488–498.(in Chinese))
[2]杨志法,王思敬,冯紫良,等.岩土工程反分析的原理及方法[M].北京:地震出版社,2002.199–200.(Yang Zhifa,Wang Sijing,Feng Ziliang,et al.Principle of Back Analysis and Its Application to Geotechnical Engineering[M].Beijing:Earthquake Press,2002.199–200.(in Chinese))
[3]王芝银,李云鹏.地下工程位移反分析及程序[M].西安:陕西科学技术出版社,1993.(Wang Zhiyin,Li Yunpeng.Methods and Programs of Back Analysis of Displacements in Underground Engineering[M].Xi′an:Shaanxi Science and Technology Press,1993.(in Chinese))
[4]杨林德.岩土工程问题的反演理论与工程实践[M].北京:科学出版社,1996.(Yang Linde.Inverse Theory and Engineering Practice in Geotechnical Engineering[M].Beijing:Science Press,1996.(in Chinese))
[5]孙钧,蒋树屏,袁勇,等.岩土力学反演问题的随机制论与方法[M].汕头:汕头大学出版社,1996.(Sun Jun,Jiang Shuping,Yuan Yong,et al.Stochastic Theory and Method of Inverse Problem on Geomechanics[M].Shantou:Shantou University Press,1996.(in Chinese))
[6]王芝银,刘怀恒.黏弹塑性有限元分析及其在岩石力学与工程中的应用[J].西安矿业学院学报,1985,5(1):86–105.(Wang Zhiyin,Liu Huaiheng.Visco-elasto-plastic finite element analysis and its application to rock mechanics and engineering[J].Journal of Xi′an Mining Institute,1985,5(1):86–105.(in Chinese))
[7]王芝银.隧道围岩黏弹塑性损伤有限元分析的统一格式[J].西安公路交通大学学报,1997,17(2):32–35.(Wang Zhiyin.A unified form of visco-elasto-plasto damage finite element analysis for surrounding rock of tunnels[J].Journal of Xi′an Highway University,1997,17(2):32–35.(in Chinese))
[8]郑颖人,沈珠江,龚晓南.岩土塑性力学原理[M].北京:中国建筑工业出版社,2002.41–71.(Zheng Yingren,Shen Zhujiang,Gong Xiaonan.Principle of Plastic Mechanics for Rock and Soil[M].Beijing:China Architecture and Building Press,2002.41–71.(in Chinese))
[9]陈益峰,周创兵.隔河岩坝岩体在运行期的弹塑性力学参数反演[J].岩石力学与工程学报,2002,21(7):968–975.(Chen Yifeng,Zhou Chuangbing.Back analysis of elastoplastic mechanic parameters of rock foundation of Geheyan dam during running period[J].Chinese Journal of Rock Mechanics and Engineering,2002,21(7):968–975.(in Chinese))
[10]汪荣鑫.数理统计[M].西安:西安交通大学出版社,1996.148–167.(Wang Rongxin.Mathematical Statistics[M].Xi′an:Xi′an Jiaotong University Press,1996.148–167.(in Chinese))
[11]《数学手册》编写组.数学手册[M].北京:人民教育出版社,1979.853–860,1 368–1 381.(Editor Group of Mathematics Handbook.Mathematics Handbook[M].Beijing:People′s Education Press,1979.853–860,1 368–1 381.(in Chinese))
[2]杨志法,王思敬,冯紫良,等.岩土工程反分析的原理及方法[M].北京:地震出版社,2002.199–200.(Yang Zhifa,Wang Sijing,Feng Ziliang,et al.Principle of Back Analysis and Its Application to Geotechnical Engineering[M].Beijing:Earthquake Press,2002.199–200.(in Chinese))
[3]王芝银,李云鹏.地下工程位移反分析及程序[M].西安:陕西科学技术出版社,1993.(Wang Zhiyin,Li Yunpeng.Methods and Programs of Back Analysis of Displacements in Underground Engineering[M].Xi′an:Shaanxi Science and Technology Press,1993.(in Chinese))
[4]杨林德.岩土工程问题的反演理论与工程实践[M].北京:科学出版社,1996.(Yang Linde.Inverse Theory and Engineering Practice in Geotechnical Engineering[M].Beijing:Science Press,1996.(in Chinese))
[5]孙钧,蒋树屏,袁勇,等.岩土力学反演问题的随机制论与方法[M].汕头:汕头大学出版社,1996.(Sun Jun,Jiang Shuping,Yuan Yong,et al.Stochastic Theory and Method of Inverse Problem on Geomechanics[M].Shantou:Shantou University Press,1996.(in Chinese))
[6]王芝银,刘怀恒.黏弹塑性有限元分析及其在岩石力学与工程中的应用[J].西安矿业学院学报,1985,5(1):86–105.(Wang Zhiyin,Liu Huaiheng.Visco-elasto-plastic finite element analysis and its application to rock mechanics and engineering[J].Journal of Xi′an Mining Institute,1985,5(1):86–105.(in Chinese))
[7]王芝银.隧道围岩黏弹塑性损伤有限元分析的统一格式[J].西安公路交通大学学报,1997,17(2):32–35.(Wang Zhiyin.A unified form of visco-elasto-plasto damage finite element analysis for surrounding rock of tunnels[J].Journal of Xi′an Highway University,1997,17(2):32–35.(in Chinese))
[8]郑颖人,沈珠江,龚晓南.岩土塑性力学原理[M].北京:中国建筑工业出版社,2002.41–71.(Zheng Yingren,Shen Zhujiang,Gong Xiaonan.Principle of Plastic Mechanics for Rock and Soil[M].Beijing:China Architecture and Building Press,2002.41–71.(in Chinese))
[9]陈益峰,周创兵.隔河岩坝岩体在运行期的弹塑性力学参数反演[J].岩石力学与工程学报,2002,21(7):968–975.(Chen Yifeng,Zhou Chuangbing.Back analysis of elastoplastic mechanic parameters of rock foundation of Geheyan dam during running period[J].Chinese Journal of Rock Mechanics and Engineering,2002,21(7):968–975.(in Chinese))
[10]汪荣鑫.数理统计[M].西安:西安交通大学出版社,1996.148–167.(Wang Rongxin.Mathematical Statistics[M].Xi′an:Xi′an Jiaotong University Press,1996.148–167.(in Chinese))
[11]《数学手册》编写组.数学手册[M].北京:人民教育出版社,1979.853–860,1 368–1 381.(Editor Group of Mathematics Handbook.Mathematics Handbook[M].Beijing:People′s Education Press,1979.853–860,1 368–1 381.(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心