蛇蟠岛清风洞古采石场中某组结构面长期抗剪强度的反分析
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摘要
以位于浙江省三门县蛇蟠岛清风洞古代凝灰岩采石场中的某组结构面(编号分别为J1～J4)为研究对象,利用反分析方法得到了结构面的长期抗剪强度参数:凝聚力c=0.078 MPa,内摩擦角φ=15.76°。反分析的具体步骤如下:①假设结构面J1～J4符合摩尔-库仑准则,且岩石为均质弹性和各向同性的;②根据结构面处于极限平衡状态(即稳定性系数k=1),列出以参数c、φ为未知数的极限平衡方程;③利用FLAC3D进行三维数值计算,并从计算结果中提取求解极限平衡方程所需的数据,并将数据代入上述方程便可得到4个二元一次方程;④求解此矛盾方程组即可得结构面的长期抗剪强度参数c、φ值。
Based on the structural plane group(a total of four,named J1-J4) in Qingfeng Ancient Quarry located in Shepan Island of Zhejiang Province of China,the values of long-term shear strength parameters,cohesion and internal frictional angle,of the corresponding structural planes of the tuff were carried out using back analysis method.The results show that the cohesion is 0.078 MPa and the internal frictional angle is 15.76°,which are lower considerably than that of the rock mass with cohesion of 16.55 MPa and the internal frictional angle is 48.2°.The steps of the back analysis method are as follows.Firstly,it is assumed that structural planes of J1-J4 are consistent with Mohr-Coulomb strength criterion;and the rock mass is homogeneous elastic and isotropic.Secondly,the equilibrium equations with the cohesion and internal frictional angle for the unknown parameters are given based on that the structural planes are under the state of the limit equilibrium.Thirdly,carry on the 3D numerical calculation using the software of FLAC3D,extract the data needed for solving the above equations from the calculation results,substituting the above extracting data into the corresponding equation,and then four linear equations of two unknowns will be attained.Fourthly,the values of the long-term shear strength parameters,cohesion and internal frictional angle,of the structural planes can be obtained by solving this contradictory equations.
Based on the structural plane group(a total of four,named J1-J4) in Qingfeng Ancient Quarry located in Shepan Island of Zhejiang Province of China,the values of long-term shear strength parameters,cohesion and internal frictional angle,of the corresponding structural planes of the tuff were carried out using back analysis method.The results show that the cohesion is 0.078 MPa and the internal frictional angle is 15.76°,which are lower considerably than that of the rock mass with cohesion of 16.55 MPa and the internal frictional angle is 48.2°.The steps of the back analysis method are as follows.Firstly,it is assumed that structural planes of J1-J4 are consistent with Mohr-Coulomb strength criterion;and the rock mass is homogeneous elastic and isotropic.Secondly,the equilibrium equations with the cohesion and internal frictional angle for the unknown parameters are given based on that the structural planes are under the state of the limit equilibrium.Thirdly,carry on the 3D numerical calculation using the software of FLAC3D,extract the data needed for solving the above equations from the calculation results,substituting the above extracting data into the corresponding equation,and then four linear equations of two unknowns will be attained.Fourthly,the values of the long-term shear strength parameters,cohesion and internal frictional angle,of the structural planes can be obtained by solving this contradictory equations.
引文
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[5]卢坤林,朱大勇,许强,等.滑带土抗剪强度参数的三维反分析[J].岩土力学,2010,31(10):3319-3323.LU Kun-lin,ZHU Da-yong,XU Qiang,et al.Mechanical parameter back analysis of landslide[J].Rock and Soil Mechanics,2010,31(10):3319-3323.
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[9]郭改梅,杨志法,陶波.龙游牛场古地下洞室群岩柱的长期抗拉强度反演[J].工程地质学报,2006,14(4):449-453.GUO Gai-mei,YANG Zhi-fa,TAO Bo.Back analysis of the long-term tensile strength of a rock pillar in Niuchang ancient underground caverns in Longyou county[J].Journal of Engineering Geology,2006,14(4):449-453.
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[11]浙江省地质局.中华人民共和国区域地质调查报告1:200 000(临海幅、渔山列岛幅)[R].杭州:浙江省地质局,1980.
[2]吕爱钟,蒋斌松.岩石力学反问题[M].北京:煤炭工业出版社,1998.
[3]郑明新.论滑带土强度特征及强度参数的反算法[J].岩土力学,2003,24(4):528-532.ZHENG Ming-xin.Research of strength characteristic of landslide slip and revised counter calculation method[J].Rock and Soil Mechanics,2003,24(4):528-532.
[4]唐辉明.用反算法确定岩体抗剪强度参数[C]//第四届全国工程地质大会论文集(三).北京:海洋出版社,1992:1486-1489.
[5]卢坤林,朱大勇,许强,等.滑带土抗剪强度参数的三维反分析[J].岩土力学,2010,31(10):3319-3323.LU Kun-lin,ZHU Da-yong,XU Qiang,et al.Mechanical parameter back analysis of landslide[J].Rock and Soil Mechanics,2010,31(10):3319-3323.
[6]邓建辉,魏进兵,闵弘.基于强度折减概念的滑坡稳定性三维分析方法(I):滑带土抗剪强度参数反演分析[J].岩土力学,2003,24(6):896-900.DENG Jian-hui,WEI Jin-bing,MIN Hong.3D stability analysis of landslides based on strength reduction(I):Back analysis for the shear strength of slip soils[J].Rock and Soil Mechanics,2003,24(6):896-900.
[7]杨志法,李丽慧,张路青,等.关于龙游石窟4号洞4-2号岩柱长期抗剪强度反分析问题的讨论[J].工程地质学报,2005,13(1):62-67.YANG Zhi-fa,LI Li-hui,ZHANG Lu-qing,et al.Study on back analysis of long-term shear strength of No.4-2 rock pillar of Longyou caverns[J].Journal of Engineering Geology,2005,13(1):62-67.
[8]王芝银,杨志法,李云鹏,等.石窟顶板流变断裂过程的数值模拟与反演分析[J].岩石力学与工程学报,2006,25(1):9-14.WANG Zhi-yin,YANG Zhi-fa,LI Yun-peng,et al.Numerical simulation and back analysis of rheologic fracture process of Longyou grotto roof[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(1):9-14.
[9]郭改梅,杨志法,陶波.龙游牛场古地下洞室群岩柱的长期抗拉强度反演[J].工程地质学报,2006,14(4):449-453.GUO Gai-mei,YANG Zhi-fa,TAO Bo.Back analysis of the long-term tensile strength of a rock pillar in Niuchang ancient underground caverns in Longyou county[J].Journal of Engineering Geology,2006,14(4):449-453.
[10]王学良,张路青,胡维东.锦绣黄岩蟠龙洞大型古地下工程洞室群21号洞东侧边坡岩块滑动面抗剪强度c、?值的反演[C]//全国岩土工程反分析学术研讨会文集.北京:地震出版社,2007:166-172.
[11]浙江省地质局.中华人民共和国区域地质调查报告1:200 000(临海幅、渔山列岛幅)[R].杭州:浙江省地质局,1980.
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