热力耦合作用下深井巷道围岩变形规律研究
摘要
深部岩体处于高地应力、高地温、高岩溶水压和强烈采掘扰动的复杂环境,其非线性大变形动力现象极为突出,导致深部资源开采中重大灾害事故增多,使得深井巷道经常需要返修和重新支护。因此有必要对深井巷道热力耦合作用下围岩的变形特征及围岩长期变形规律进行深入研究。
本文采用有限元程序ANSYS计算了不同通风工况下围岩的温度场分布,对深井巷道开挖后围岩的应力和变形进行热力耦合数值模拟,并结合现场实测结果,计算了围岩变形的时间效应,数值计算结果与实测值吻合程度较好。
计算结果表明考虑热力耦合作用计算的巷道围岩应力比不考虑耦合作用时要增大约4MPa,巷道围岩变形量增大约26%左右,最大应力差值位于径向深度约为1.5m处。热力耦合对围岩应力和位移的影响在径向深度为0-7.6m的范围内影响较为显著；径向深度在7.6m-14m范围内,影响很小；径向深度大于14m,则可视为无影响。
实测结果表明,深井巷道围岩长期变形在开挖30天左右的时间内,变形速率较快,变形特征对应于岩石蠕变曲线中的初始蠕变阶段；巷道开挖30天后,变形速率开始逐渐变小,围岩变形特征对应于稳定蠕变阶段。同时根据围岩变形实测结果,对深井巷道围岩进行动态加固,确保了深井巷道工程的施工和运营安全。
图[70]表[3]参[42]
Deep rock mass is in a complex environment of high stress, high temperature, high seepage flow pressure and intensive extraction perturbation, The nonlinear large deformation dynamic has been striking which leading to serious disasters and accidents increase in mining of deep resources, often making deep roadway repair and re-support. Therefore, it is necessary to study the deformation characteristic and long-term deforming rule of surrounding rock of deep mine roadways with thermo-mechanical coupling.
Based on the finite element software ANSYS, the temperature distribution of the surrounding rock under different ventilation working conditions is calculating. Then the stress and deformation of the surrounding rock after excavation are analyzes using thermodynamic couple method, and coupled with the in-situ measured results, the time effect of the surrounding rock deformation is calculated. The numerical calculation results have been compared with the measured values and good agreement is obtained.
Results indicate that:considering the thermo-mechanical coupling, the surrounding rock stress is 4Mpa bigger than uncoupling, the surrounding rock deformation will be almost 26% larger. The maximum difference stress is pivoted at radial depth 1.5 meters. The influence of thermo-mechanical coupling on surrounding rock stress and deformation is remarkable at radial depth of 0 to 7.6 meters, little at radial depth of 7.6 to 14 meters, nothing at radial depth more than 14 meters.
Actual measurement show that, during the first thirty days after excavation of deep mine roadways, the rate of deformation is fast, and the deformation characteristic corresponds to primary creep stage of the rock creep curves; after thirty days, the rate of deformation drops and the deformation characteristic corresponds to steady creep stage. According to the measured results of rock deformation, we reinforce the roadways in time if necessary, to make sure the safety of deep mine roadways during construction and production.
Figure [71] table [3] reference [42]
本文采用有限元程序ANSYS计算了不同通风工况下围岩的温度场分布,对深井巷道开挖后围岩的应力和变形进行热力耦合数值模拟,并结合现场实测结果,计算了围岩变形的时间效应,数值计算结果与实测值吻合程度较好。
计算结果表明考虑热力耦合作用计算的巷道围岩应力比不考虑耦合作用时要增大约4MPa,巷道围岩变形量增大约26%左右,最大应力差值位于径向深度约为1.5m处。热力耦合对围岩应力和位移的影响在径向深度为0-7.6m的范围内影响较为显著；径向深度在7.6m-14m范围内,影响很小；径向深度大于14m,则可视为无影响。
实测结果表明,深井巷道围岩长期变形在开挖30天左右的时间内,变形速率较快,变形特征对应于岩石蠕变曲线中的初始蠕变阶段；巷道开挖30天后,变形速率开始逐渐变小,围岩变形特征对应于稳定蠕变阶段。同时根据围岩变形实测结果,对深井巷道围岩进行动态加固,确保了深井巷道工程的施工和运营安全。
图[70]表[3]参[42]
Deep rock mass is in a complex environment of high stress, high temperature, high seepage flow pressure and intensive extraction perturbation, The nonlinear large deformation dynamic has been striking which leading to serious disasters and accidents increase in mining of deep resources, often making deep roadway repair and re-support. Therefore, it is necessary to study the deformation characteristic and long-term deforming rule of surrounding rock of deep mine roadways with thermo-mechanical coupling.
Based on the finite element software ANSYS, the temperature distribution of the surrounding rock under different ventilation working conditions is calculating. Then the stress and deformation of the surrounding rock after excavation are analyzes using thermodynamic couple method, and coupled with the in-situ measured results, the time effect of the surrounding rock deformation is calculated. The numerical calculation results have been compared with the measured values and good agreement is obtained.
Results indicate that:considering the thermo-mechanical coupling, the surrounding rock stress is 4Mpa bigger than uncoupling, the surrounding rock deformation will be almost 26% larger. The maximum difference stress is pivoted at radial depth 1.5 meters. The influence of thermo-mechanical coupling on surrounding rock stress and deformation is remarkable at radial depth of 0 to 7.6 meters, little at radial depth of 7.6 to 14 meters, nothing at radial depth more than 14 meters.
Actual measurement show that, during the first thirty days after excavation of deep mine roadways, the rate of deformation is fast, and the deformation characteristic corresponds to primary creep stage of the rock creep curves; after thirty days, the rate of deformation drops and the deformation characteristic corresponds to steady creep stage. According to the measured results of rock deformation, we reinforce the roadways in time if necessary, to make sure the safety of deep mine roadways during construction and production.
Figure [71] table [3] reference [42]
引文
[1]何满朝,深部的概念体系及工程评价指标[J].岩土力学与工程学报2005,(16)：7
[2]何满朝,吕晓俭,景海河.深部工程围岩特性及非线性动态力学设计理念[J].岩土力学与工程学报,2002,(8)
[3]刘高,聂德新等.高应力软岩巷道围岩变形破坏研究[J].岩石力学于工程学报,2000,06
[4]刘高,高地应力区结构性流变围岩稳定性研究,博士毕业论文,成都理工大学,2001,9
[5]何满潮,彭涛.高应力软岩的工程地质特征及变形力学机制[J].矿山压力与顶板管理,1995,02
[6]周宏伟,谢和平等.深部高地应力下岩石力学行为研究进展[J].力学进展,2005.02
[7]昝月稳等,高应力状态下岩石非线性统一强度理论[J]；岩石力学与工程学报,23(13)：2143-2148
[8]姜耀东,刘文岗等.开滦矿区深部开采中巷道围岩稳定性研究[J].岩石力学与工程学报,2005.06
[9]孙晓明,何满潮.深部开采软岩巷道耦合支护数值模拟研究[J].中国矿业大学学报,2005.03
[10]周维垣.高等岩石力学[M],北京：水利电力出版社,1990,6.
[11]Lama R.D. Vntukuri V.S, Handbook on Mechanical Properties of Rocks, Volume Ⅲ, TRANS TECH PUBLICATIONS,1978
[12]Perzyna P., Fundamental problems in viscoplasticity, Ad van. Apple. Mech., 1996,9
[13]王永岩,齐裙,杨彩虹,魏佳.深部岩体蠕变规律与非线性流变理论研究[J].岩土力学,2005；26(1)：118-121.
[14]余恒昌.矿井地热与热害治理[M].北京煤炭工业出版社,1991
[15]多尔特曼,岩石和矿物的物理性质[M].蒋宏耀等译,北京：科学出版社,1985
[16]彭担任.赵全富.胡兰文等.煤与岩石的导热系数研究[J].矿业安全与环保.2000；27(6)：16-19
[17]于明志.彭晓峰.方肇洪.用于现场测量深层岩土导热系数的简化方法[J].热能动力工程.2003；18(5)：512—517
[18]孙培德.深井巷道围岩地温场的研究[J].中国矿业大学学报,1989；(2)
[19]强晟,赵燕,张杨.不连续岩体温度场的复合单元模型初步研究[J].岩石力学与工程学报,2008；27(10)：2094—2100
[20]张玉军.一种模拟热-水-应力耦合作用的节理单元及其数值分析[J].岩土工程学报,2005,27(3)：270-274
[21]丁红瑞、王如宾,基于单裂隙岩体二维稳定温度场数值模拟分析[J].灾害与防治工程,2005,2(59)：17—22
[22]张树光,孙树魁.张向东等.热害矿井巷道温度场分布规律研究[J].中国地质灾害与防治学报,2003；14,(3)：9—11
[23]张树光.深埋巷道围岩温度场的数值模拟分析[J].科学技术与工程.2006;6(14)：2195—2199
[24]Heueckel T., Peano A and Jackson M.F.CAI. A constitutive law for thermo-plastic behavior of rocks:an analogy with clays. Surveys in Geophysics 1994.15(4)
[25]柴军瑞.岩体渗流—应力—温度三场耦合的连续介质模型[J].红水河,2003;22(2)：18-20
[26]李宁,陈波.党发宁.裂隙岩体介质温度、渗流、变形藕合模型与有限元解析[J].自然科学进展,2000；10(8)：722—728
[27]张晓敏,彭向和.热力耦合问题的本构方程[J].重庆大学学报(自然科学版),2006；29(6)：111—114
[28]王永岩,曾春雷,卢灿东.隧道围岩热力耦合的数值模拟研究[J].矿业研究与开发,2008；28(1)：16—18
[29]许富贵,倪晓燕,赵洪东.温度场作用下深部巷道围岩流变特性的数值模拟分析[J].工程建设,2008；2(1)：4—8
[30]许富贵,蒋和洋.热—应力耦合作用下深部软岩隧洞大变形三维数值模拟分析[J].工程建设,2007；(4)1
[31]许富贵.深部巷道围岩温度流变耦合及开采致堤坝变形的数值模拟[J].北京：北京工业大学120071
[32]30.王铁行,李宁,谢定义.土体水热力耦合问题研究意义、现状及建议[J].岩土力学,2005；26(1)：489-493
[33]山口梅太郎,西松裕一.岩石力学基础[M].冶金工业出版社.1982,180-189.
[34]凌贤长,蔡德所.岩体力学[M].哈尔滨：哈尔滨工业大学出版社.2002.6
[35]孙钧.地下结构[M].科学出版社.1988
[36]王士涛.浅谈白集煤矿深部地温的防治措施[J].煤矿安全,2000.126-17
[37]吴崇试编著数学物理方法［M].北京大学出版社,1999,210-325.
[38]刘式适、刘式达编著.物理学中的非线性方程[M],北京大学出版社,2000,198-22
[39]梁昆森著.数学物理方法[M].第三版,高等教育出版社,1998,150-280
[40]韦四江,深井巷道围岩应力场、温度场和应变场耦合作用研究,河南理工大学硕士学位论文,2004,9-10
[41]王勖成.有限单元法[M].清华大学出版社,2003；
[42]美国ANSYS公司驻北京办事处.ANSYS高级技术分析指南[M].1998赵阳生.有限元法
[2]何满朝,吕晓俭,景海河.深部工程围岩特性及非线性动态力学设计理念[J].岩土力学与工程学报,2002,(8)
[3]刘高,聂德新等.高应力软岩巷道围岩变形破坏研究[J].岩石力学于工程学报,2000,06
[4]刘高,高地应力区结构性流变围岩稳定性研究,博士毕业论文,成都理工大学,2001,9
[5]何满潮,彭涛.高应力软岩的工程地质特征及变形力学机制[J].矿山压力与顶板管理,1995,02
[6]周宏伟,谢和平等.深部高地应力下岩石力学行为研究进展[J].力学进展,2005.02
[7]昝月稳等,高应力状态下岩石非线性统一强度理论[J]；岩石力学与工程学报,23(13)：2143-2148
[8]姜耀东,刘文岗等.开滦矿区深部开采中巷道围岩稳定性研究[J].岩石力学与工程学报,2005.06
[9]孙晓明,何满潮.深部开采软岩巷道耦合支护数值模拟研究[J].中国矿业大学学报,2005.03
[10]周维垣.高等岩石力学[M],北京：水利电力出版社,1990,6.
[11]Lama R.D. Vntukuri V.S, Handbook on Mechanical Properties of Rocks, Volume Ⅲ, TRANS TECH PUBLICATIONS,1978
[12]Perzyna P., Fundamental problems in viscoplasticity, Ad van. Apple. Mech., 1996,9
[13]王永岩,齐裙,杨彩虹,魏佳.深部岩体蠕变规律与非线性流变理论研究[J].岩土力学,2005；26(1)：118-121.
[14]余恒昌.矿井地热与热害治理[M].北京煤炭工业出版社,1991
[15]多尔特曼,岩石和矿物的物理性质[M].蒋宏耀等译,北京：科学出版社,1985
[16]彭担任.赵全富.胡兰文等.煤与岩石的导热系数研究[J].矿业安全与环保.2000；27(6)：16-19
[17]于明志.彭晓峰.方肇洪.用于现场测量深层岩土导热系数的简化方法[J].热能动力工程.2003；18(5)：512—517
[18]孙培德.深井巷道围岩地温场的研究[J].中国矿业大学学报,1989；(2)
[19]强晟,赵燕,张杨.不连续岩体温度场的复合单元模型初步研究[J].岩石力学与工程学报,2008；27(10)：2094—2100
[20]张玉军.一种模拟热-水-应力耦合作用的节理单元及其数值分析[J].岩土工程学报,2005,27(3)：270-274
[21]丁红瑞、王如宾,基于单裂隙岩体二维稳定温度场数值模拟分析[J].灾害与防治工程,2005,2(59)：17—22
[22]张树光,孙树魁.张向东等.热害矿井巷道温度场分布规律研究[J].中国地质灾害与防治学报,2003；14,(3)：9—11
[23]张树光.深埋巷道围岩温度场的数值模拟分析[J].科学技术与工程.2006;6(14)：2195—2199
[24]Heueckel T., Peano A and Jackson M.F.CAI. A constitutive law for thermo-plastic behavior of rocks:an analogy with clays. Surveys in Geophysics 1994.15(4)
[25]柴军瑞.岩体渗流—应力—温度三场耦合的连续介质模型[J].红水河,2003;22(2)：18-20
[26]李宁,陈波.党发宁.裂隙岩体介质温度、渗流、变形藕合模型与有限元解析[J].自然科学进展,2000；10(8)：722—728
[27]张晓敏,彭向和.热力耦合问题的本构方程[J].重庆大学学报(自然科学版),2006；29(6)：111—114
[28]王永岩,曾春雷,卢灿东.隧道围岩热力耦合的数值模拟研究[J].矿业研究与开发,2008；28(1)：16—18
[29]许富贵,倪晓燕,赵洪东.温度场作用下深部巷道围岩流变特性的数值模拟分析[J].工程建设,2008；2(1)：4—8
[30]许富贵,蒋和洋.热—应力耦合作用下深部软岩隧洞大变形三维数值模拟分析[J].工程建设,2007；(4)1
[31]许富贵.深部巷道围岩温度流变耦合及开采致堤坝变形的数值模拟[J].北京：北京工业大学120071
[32]30.王铁行,李宁,谢定义.土体水热力耦合问题研究意义、现状及建议[J].岩土力学,2005；26(1)：489-493
[33]山口梅太郎,西松裕一.岩石力学基础[M].冶金工业出版社.1982,180-189.
[34]凌贤长,蔡德所.岩体力学[M].哈尔滨：哈尔滨工业大学出版社.2002.6
[35]孙钧.地下结构[M].科学出版社.1988
[36]王士涛.浅谈白集煤矿深部地温的防治措施[J].煤矿安全,2000.126-17
[37]吴崇试编著数学物理方法［M].北京大学出版社,1999,210-325.
[38]刘式适、刘式达编著.物理学中的非线性方程[M],北京大学出版社,2000,198-22
[39]梁昆森著.数学物理方法[M].第三版,高等教育出版社,1998,150-280
[40]韦四江,深井巷道围岩应力场、温度场和应变场耦合作用研究,河南理工大学硕士学位论文,2004,9-10
[41]王勖成.有限单元法[M].清华大学出版社,2003；
[42]美国ANSYS公司驻北京办事处.ANSYS高级技术分析指南[M].1998赵阳生.有限元法