三峡地下电站主厂房开挖变形特性分析
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摘要
地下洞室工程一般都是建在地下几十米甚至上百米深,且规模越来越大,空间布置越来越复杂,因此对围岩结构稳定性分析尤其重要,而影响结构稳定性的很重要原因是变形。本文基于非线性有限元理论基础,利用MSC.MARC有限元分析软件模拟三峡右岸地下电站洞室群的开挖,分析洞室应力变形规律。
本文对洞室围岩稳定性及洞室群开挖相互影响的研究现状进行了系统地综述,详细描述了研究区工程概况与地质条件,介绍了弹塑性屈服理论、非线性有限元分析方法以及MSC.MARC工程应用软件。
运用MARC有限元软件建立地下洞室平面应变模型,首先建立三个平行布置的平面应变洞室模型,通过调整间距,分析洞室群间距对洞室围岩应力变形的影响;其次,对地下电站主厂房进行一次开挖和分层开挖模拟,一方面对比分析不同开挖方案的优缺点,另一方面研究分层开挖时拱顶和边墙变形规律。
收集三峡地下电站主厂房开挖实施过程中的岩体变形监测成果,与上述数值计算结果进行对比分析,说明上述研究成果的正确性。
主要结论如下:
1、地下洞室群的变形与各洞室之间的间距有关,当间距小于2倍洞径,变形开始迅速增大,说明本文条件下地下洞室群的影响范围为2倍洞径。
2、一次成洞开挖与分层多次开挖相比,产生的应力大小和塑性屈服区均有所增加,但开挖产生的位移量有所减小,但总的来说这些差异不是很大。
3、随着主厂房自上而下的逐渐开挖,地下洞室两侧边墙向洞室内变形,顶拱的垂直变形呈现先向开挖面沉降,后回弹并向上隆起的现象。
4、地下电站主厂房边墙水平位移最大值在开挖初期发生在洞室顶角,相对高度为1.0,当开挖高程达到相应洞宽时,相对高度降至0.5,随着开挖的继续进行,相对高度逐渐减小,最终基本稳定于0.38。
The underground hole room project is generally constructed several dozens meters even over a hundred meter depth underground, and the scale is getting larger and larger, the spatial arrangement is getting more and more complex, therefore it is important to analysis the adjacent formation structural stress distortion. This article is based on nonlinear finite element rationale, simulated Three Gorges right bank underground power plant hole room group excavation by MSC.MARC finite element analysis software and analysised hole room strain rule.
This article summarized the stability of the wall rock and the mutual influence to the hole room groups systematically. Described the engineering general situation and the geologic condition of the research zone, introduced the elastoplasticity submitted the theory, the finite element analysis method as well as the MSC.MARC software, elaborated the research area project survey and the geological condition in detail.
To establishment the underground hole room plane strain mechanical model using the MARC finite element software, firstly,establishes finite element model which three hole room parallel arrangement excavates, adjustment hole room size, analysis hole room group size to hole room adjacent formation strain influence.Secondly,carries on one time excavates and the lamination excavates the simulation, carries on the analysis comparison to two kind of plan computed result, discovers the respective good and bad points.
Collceting the rock deforming monitoring outcome in the process of excavation about Three Gorges main plant,and contrasted analyzing with the calculated outcome in the previous description,we can illustrate the axaction of the research findings.
Main conclusions:
1. The distortion of the mass of underground room is affected by the distance of each other. The distortion increases rapidly when the distance is less than 2 times of the room’s width. This indicated that the affecting scope of excavation is twice width of the room under the cause of this paper.
2. If excavation is done in a short time, the stress and yield zone is larger than that when the excavation is preceded in many steps. But the displacement is smaller in later case. However, the difference is very little.
3.As exacavating from the top of hole to the bottom, the side walls of underground hole deform to the inner of the hole. the direction of vertical distortion of the crown is upside at first and then the direction is downside.
4.The maximal horizontal displacement of edge wall is appeared in top corner of grotto during the first period of excavating, and the relative height is 1.0. When the excavation altitude is as high as the width of chamber, the relative height reduces to 0.5. The value is reducing when the excavation goes on and finally steadied at 0.38.
本文对洞室围岩稳定性及洞室群开挖相互影响的研究现状进行了系统地综述,详细描述了研究区工程概况与地质条件,介绍了弹塑性屈服理论、非线性有限元分析方法以及MSC.MARC工程应用软件。
运用MARC有限元软件建立地下洞室平面应变模型,首先建立三个平行布置的平面应变洞室模型,通过调整间距,分析洞室群间距对洞室围岩应力变形的影响;其次,对地下电站主厂房进行一次开挖和分层开挖模拟,一方面对比分析不同开挖方案的优缺点,另一方面研究分层开挖时拱顶和边墙变形规律。
收集三峡地下电站主厂房开挖实施过程中的岩体变形监测成果,与上述数值计算结果进行对比分析,说明上述研究成果的正确性。
主要结论如下:
1、地下洞室群的变形与各洞室之间的间距有关,当间距小于2倍洞径,变形开始迅速增大,说明本文条件下地下洞室群的影响范围为2倍洞径。
2、一次成洞开挖与分层多次开挖相比,产生的应力大小和塑性屈服区均有所增加,但开挖产生的位移量有所减小,但总的来说这些差异不是很大。
3、随着主厂房自上而下的逐渐开挖,地下洞室两侧边墙向洞室内变形,顶拱的垂直变形呈现先向开挖面沉降,后回弹并向上隆起的现象。
4、地下电站主厂房边墙水平位移最大值在开挖初期发生在洞室顶角,相对高度为1.0,当开挖高程达到相应洞宽时,相对高度降至0.5,随着开挖的继续进行,相对高度逐渐减小,最终基本稳定于0.38。
The underground hole room project is generally constructed several dozens meters even over a hundred meter depth underground, and the scale is getting larger and larger, the spatial arrangement is getting more and more complex, therefore it is important to analysis the adjacent formation structural stress distortion. This article is based on nonlinear finite element rationale, simulated Three Gorges right bank underground power plant hole room group excavation by MSC.MARC finite element analysis software and analysised hole room strain rule.
This article summarized the stability of the wall rock and the mutual influence to the hole room groups systematically. Described the engineering general situation and the geologic condition of the research zone, introduced the elastoplasticity submitted the theory, the finite element analysis method as well as the MSC.MARC software, elaborated the research area project survey and the geological condition in detail.
To establishment the underground hole room plane strain mechanical model using the MARC finite element software, firstly,establishes finite element model which three hole room parallel arrangement excavates, adjustment hole room size, analysis hole room group size to hole room adjacent formation strain influence.Secondly,carries on one time excavates and the lamination excavates the simulation, carries on the analysis comparison to two kind of plan computed result, discovers the respective good and bad points.
Collceting the rock deforming monitoring outcome in the process of excavation about Three Gorges main plant,and contrasted analyzing with the calculated outcome in the previous description,we can illustrate the axaction of the research findings.
Main conclusions:
1. The distortion of the mass of underground room is affected by the distance of each other. The distortion increases rapidly when the distance is less than 2 times of the room’s width. This indicated that the affecting scope of excavation is twice width of the room under the cause of this paper.
2. If excavation is done in a short time, the stress and yield zone is larger than that when the excavation is preceded in many steps. But the displacement is smaller in later case. However, the difference is very little.
3.As exacavating from the top of hole to the bottom, the side walls of underground hole deform to the inner of the hole. the direction of vertical distortion of the crown is upside at first and then the direction is downside.
4.The maximal horizontal displacement of edge wall is appeared in top corner of grotto during the first period of excavating, and the relative height is 1.0. When the excavation altitude is as high as the width of chamber, the relative height reduces to 0.5. The value is reducing when the excavation goes on and finally steadied at 0.38.
引文
[1] 许传华,任青文.地下工程围岩稳定性分析方法研究进展[J].金属矿山.2003.2
[2] 于学馥,郑颖人,刘怀衡,方正昌.地下工程围岩稳定分析[M].煤炭工业出版社.1983
[3] 杨柯,张立翔等.地下洞室群有限元分析的地应力场计算方法[J].岩石力学与工程学报.2002.12
[4] Shi G H , Goodman R E . Two-dimensional discontinuous deformation analysis[J].Int.J.for Numerical and Analytical Methods in Geomechattics,1985.9:541—556.
[5] 石根华.任放译.块体系统不连续变形数值分析新方法[M].北京:科学出版社,1993 (ShiGenhua.Discontinuous Deformation Ana1ysis— — A New Numerical Model for the Static and Dynamics of Block System[M].Translated by Ren Fang.Beijing:SciencePress 1993.(in Chinese))
[6] 石根华.裴觉民译.数值流形方法与非连续变形分析[M].北京:清华大学出版社,1997.(Shi Genhua.Numerical Manifold Method(NMM) and Discontinuous Deformation Analysis(DDA) [M].Translated by Pei Juemin.Beijing.TsinghHa University Press,1997.(in Chinese)
[7] 邬爱清,丁秀丽,陈胜宏,石根华.DDA 方法在复杂地质条件下地下厂房围岩变形与破坏特征分析中的应用研究[J].岩石力学与工程学报.2006.1
[8] 谷兆祺,彭守拙,李仲奎.地下洞室工程[M].北京:清华大学出版社,1994
[9] 田肖明,龚玉锋,俞裕泰.西龙池抽水蓄能电站地下厂房围岩稳定三维非线性分析,岩石力学与工程学报,2000.5
[10] 邬爱清,徐平,徐春敏,喻勇.三峡工程地下厂房围岩稳定性研究[J].岩石力学与工程学报.2001.9
[11] 长江勘测设计规划研究院,长江三峡水利枢纽右岸地下电站招标设计报告,2004.7
[12] 长江勘测设计规划研究院,长江三峡水利枢纽地下电站技术设计阶段总体布置专题研究,2004.2
[13] 朱维申,何满潮著.复杂条件下围岩稳定性与岩体动态施工力学[M].北京:科学出版社,1996
[14] 李术才,朱维申,张玉军.裂隙岩体大型洞室群施工顺序优化研究[J].岩土工程学报.1998.1
[15] 朱维申,王平.岩体动态施工力学原理及其应用[J].岩土力学.1992.2
[16] 肖明.地下洞室施工开挖三维动态过程数值模拟分析[J].岩土工程学报,2000.4
[17] 王民寿,杨兴国,谢培忠等.小湾水电站地下厂房施工期洞室群施工仿真模拟的研究[J].云南水力发电,2000.2
[18] 王民寿,杨明举,谢培忠等.小湾水电站地下厂房洞室群围岩稳定分析[J].云南水力发电,2000.1
[19] 水电站厂房设计规范(SL266-2001). 北京:中国水利水电出版社,2001
[20] 王思敬,杨志法,刘竹华.地下工程岩体稳定分析[M]. 北京:科学出版社,1984
[21] 孙钧,候学渊.地下结构[M].北京:科学出版社,1987
[22] 陈子荫.围岩力学分析中的解析方法[M].北京:煤炭工业出版社,1994
[23] 吕爱钟,蒋斌松.岩石力学反问题[M].北京:煤炭工业出版社,1998
[24] 张路青,杨志法,吕爱钟.任意布置方式下两任意形状孔洞平面弹性问题的解析法研究[J].中国科学(D 辑),2000.5
[25] 潘家铮.相邻水工洞室的应力分析[J].地下工程,1979.1
[26] 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,2002.11
[27] 河海大学.塑性力学[R].2006.12
[28] 徐芝纶.弹性力学[M].北京:人民教育出版社,1979
[29] 杨桂通.弹塑性力学[M].北京:人民教育出版社,1980
[30] 美国曼科分析研究公司北京代表处,MARC 培训手册,2005.7
[31] 陈火红.新编 MARC 有限元实例教程[M].北京: 机械工业出版社 2007.8
[32] 阚前华,常志宇.MSC.MARC 工程应用实例分析与二次开发[M].北京:中国水利水电出版社,2006.1
[33] 周维垣.高等岩石力学[M].北京:水利电力出版社,1990 1-l0
[34] 彭海军. 层间错动带对地下洞室群围岩稳定性的影响研究[D].硕士论文.2006.5
[35] 黄正加,邬爱清,盛谦.块体理论在三峡工程中的应用[J].岩石力学与工程学报,2001.9
[36] 韩芳,汪军,黄可戬.地下洞室开挖二维与二维有限元模型的差异分析[J].岩土工程技术,2006.2
[37] 张有天.中国水工地下结构建设 50 年[J].西北水电,Vo1.70,No.4
[38] 于学馥,郑颖人,刘怀恒等.地下工程围岩稳定性分析[M].北京:煤炭工业出版社,1983
[39] 谢康和,周健.岩土工程有限元分析与理论[M].北京:科学出版社,2002
[40] 徐平,陈代华.水布娅枢纽地下厂房围岩稳定三维弹塑性分析[J].长江科学院院报,1999 [41」徐卫亚等.水布娅地下厂房围岩应力分析研究[J].勘察科学技术,1999.4
[42] 任青文.非线性有限元法(上,下 ) [M].河海大学校内教材,1999.8
[43] 长江水利委员会.三峡工程大坝及电站厂房研究[M].武汉:湖北科学技术出版社,1997.10
[44] 任大春等.长江三峡水利枢纽右岸地下电站安全监测工程 2007 年度工作及资料分析报告[R].长江科学院,2008.1
[2] 于学馥,郑颖人,刘怀衡,方正昌.地下工程围岩稳定分析[M].煤炭工业出版社.1983
[3] 杨柯,张立翔等.地下洞室群有限元分析的地应力场计算方法[J].岩石力学与工程学报.2002.12
[4] Shi G H , Goodman R E . Two-dimensional discontinuous deformation analysis[J].Int.J.for Numerical and Analytical Methods in Geomechattics,1985.9:541—556.
[5] 石根华.任放译.块体系统不连续变形数值分析新方法[M].北京:科学出版社,1993 (ShiGenhua.Discontinuous Deformation Ana1ysis— — A New Numerical Model for the Static and Dynamics of Block System[M].Translated by Ren Fang.Beijing:SciencePress 1993.(in Chinese))
[6] 石根华.裴觉民译.数值流形方法与非连续变形分析[M].北京:清华大学出版社,1997.(Shi Genhua.Numerical Manifold Method(NMM) and Discontinuous Deformation Analysis(DDA) [M].Translated by Pei Juemin.Beijing.TsinghHa University Press,1997.(in Chinese)
[7] 邬爱清,丁秀丽,陈胜宏,石根华.DDA 方法在复杂地质条件下地下厂房围岩变形与破坏特征分析中的应用研究[J].岩石力学与工程学报.2006.1
[8] 谷兆祺,彭守拙,李仲奎.地下洞室工程[M].北京:清华大学出版社,1994
[9] 田肖明,龚玉锋,俞裕泰.西龙池抽水蓄能电站地下厂房围岩稳定三维非线性分析,岩石力学与工程学报,2000.5
[10] 邬爱清,徐平,徐春敏,喻勇.三峡工程地下厂房围岩稳定性研究[J].岩石力学与工程学报.2001.9
[11] 长江勘测设计规划研究院,长江三峡水利枢纽右岸地下电站招标设计报告,2004.7
[12] 长江勘测设计规划研究院,长江三峡水利枢纽地下电站技术设计阶段总体布置专题研究,2004.2
[13] 朱维申,何满潮著.复杂条件下围岩稳定性与岩体动态施工力学[M].北京:科学出版社,1996
[14] 李术才,朱维申,张玉军.裂隙岩体大型洞室群施工顺序优化研究[J].岩土工程学报.1998.1
[15] 朱维申,王平.岩体动态施工力学原理及其应用[J].岩土力学.1992.2
[16] 肖明.地下洞室施工开挖三维动态过程数值模拟分析[J].岩土工程学报,2000.4
[17] 王民寿,杨兴国,谢培忠等.小湾水电站地下厂房施工期洞室群施工仿真模拟的研究[J].云南水力发电,2000.2
[18] 王民寿,杨明举,谢培忠等.小湾水电站地下厂房洞室群围岩稳定分析[J].云南水力发电,2000.1
[19] 水电站厂房设计规范(SL266-2001). 北京:中国水利水电出版社,2001
[20] 王思敬,杨志法,刘竹华.地下工程岩体稳定分析[M]. 北京:科学出版社,1984
[21] 孙钧,候学渊.地下结构[M].北京:科学出版社,1987
[22] 陈子荫.围岩力学分析中的解析方法[M].北京:煤炭工业出版社,1994
[23] 吕爱钟,蒋斌松.岩石力学反问题[M].北京:煤炭工业出版社,1998
[24] 张路青,杨志法,吕爱钟.任意布置方式下两任意形状孔洞平面弹性问题的解析法研究[J].中国科学(D 辑),2000.5
[25] 潘家铮.相邻水工洞室的应力分析[J].地下工程,1979.1
[26] 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,2002.11
[27] 河海大学.塑性力学[R].2006.12
[28] 徐芝纶.弹性力学[M].北京:人民教育出版社,1979
[29] 杨桂通.弹塑性力学[M].北京:人民教育出版社,1980
[30] 美国曼科分析研究公司北京代表处,MARC 培训手册,2005.7
[31] 陈火红.新编 MARC 有限元实例教程[M].北京: 机械工业出版社 2007.8
[32] 阚前华,常志宇.MSC.MARC 工程应用实例分析与二次开发[M].北京:中国水利水电出版社,2006.1
[33] 周维垣.高等岩石力学[M].北京:水利电力出版社,1990 1-l0
[34] 彭海军. 层间错动带对地下洞室群围岩稳定性的影响研究[D].硕士论文.2006.5
[35] 黄正加,邬爱清,盛谦.块体理论在三峡工程中的应用[J].岩石力学与工程学报,2001.9
[36] 韩芳,汪军,黄可戬.地下洞室开挖二维与二维有限元模型的差异分析[J].岩土工程技术,2006.2
[37] 张有天.中国水工地下结构建设 50 年[J].西北水电,Vo1.70,No.4
[38] 于学馥,郑颖人,刘怀恒等.地下工程围岩稳定性分析[M].北京:煤炭工业出版社,1983
[39] 谢康和,周健.岩土工程有限元分析与理论[M].北京:科学出版社,2002
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