溪洛渡水电站坝肩抗力体抗滑稳定性分析
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摘要
拟建的溪洛渡水电站为一高拱坝全地下式厂房的大型水电工程，其坝肩抗滑稳定性
是坝区关键的工程地质问题之一，而查明坝肩抗力体边界条件是坝肩抗滑稳定性分析的
前提和基础。
研究表明，控制坝肩抗滑稳定的边界主要有侧裂面、底滑面、拱端拉裂面和临空面，
其中拱端拉裂面和临空面是明确的，但由于坝区岩体结构体的复杂性致使侧裂面和底滑
面边界条件（尤其是侧裂面边界条件）具有很大程度的不确定性和模糊性。
为了查明边界条件工程性状，在已有研究成果的基础上，我们开展了侧裂面专题野
外地质调查和底滑面核对及补充调查工作，得到了大量可靠地、翔实的第一手资料，为
了更好地管理、分析野外所测资料，建立了使用方便、功能全面的数据库管理系统，为
全面系统地研究抗力体的边界条件奠定基础。
通过对野外实测的258条层间、层内错动带进行对比分析，按照错动强烈、工程性
状差、规模大且产出状态不利于抗力作稳定的原则，左右岸各确定了8条可能构成底滑
面的层内或层间错动带。
基于统计方法，研究了侧裂结构面的宏观发育状况。并用H-H2公式估算了侧裂结
构面的迹长；用修正H-H连通率概率模型按不同高程计算了侧裂结构面的连通率，在
此基础上，确定了侧裂面的连通率。这些结果都充分体现了侧裂结构面稀疏、短小、连
通率低的特点。
在查明坝肩抗力体边界条件的基础上，应用计算机交互式技术和图形学理论建立了
三维地质模型，利用刚体极限平衡分析中的矢量法编制了坝肩抗力体抗滑稳定性分析系
统，该程序具有交互式的数据输入、形象的几何图形显示、任意作用力下的稳定性计算
及多功能的数据交换接口等特点。并通过大量的对比计算确保了系统的可靠性。
运用该系统对溪洛渡坝肩抗力体的不同模式、不同荷载组合形式下的抗滑稳定性进
行了评价，并对连通率c、f等重要因素进行敏感性分析。其结果表明：溪洛渡坝肩抗
力体的稳定性总体上达到拱坝设计的要求，并有较好的安全储备。
DAM SHOULDERS ANTI-SLIDING STABILITY ANALYSIS FOR
XILUODU HYDROPOWER STATION ON JINSHA RIVER
The planned dam for Xiluodu Hydropower Station on Jinsha River is a hyperboloidal high arch.
Anti-sliding stability of dam shoulders is one of the key engineering geological problems.
Apparently, it is pre-requisite that their anti-sliding boundary is ascertained in order to analyze
and evaluate their anti-sliding stability.
It is thought that the macroscopical boundaries controlling dam shoulders anti-sliding stability are sideslip surfaces, bottom slip surfaces, slope surfaces and pullapart surfaces of arch dam respectively. Of all the boundaries, the slop surfaces and pullapart surfaces are easy to identify. However, considering that there is no obvious steep fault in dam site, it makes sideslip surface boundary and bottom slip surface boundary (especially sideslip surface boundary) implicit and uncertain at some extent, therefore it becomes difficult to ascertain the anti-sliding boundary conditions of the dam shoulders.
To find out the engineering properties of the boundary conditions, at first, a large amount of reliable and detailed in-site data are collected from specified field geological investigation. And then a easy-used and multi-functional database manage system is built up to manage and process, these data more efficiently, which lays a solid foundation for systematically ascertaining sideslip surface boundaries.
By comparatively analyzing the 258 pieces of intrastratal and interlayer faults collected from field work, 8 pieces of intrastratal and interlayer faults are picked out as the potential bottom slip surfaces according to the criteria of being staggered intensely, large scale and their outcrop status being adverse to anti-sliding stability.
With statistical methods, the forming conditions of discontinuities for sideslip surface is studied in detail. H-H algorithm is improved and a new trace length estimation algorithm for discontinuities of sideslip surface (H-H2 algorithm) is presented. Based on above study, a method for selecting trace length of discontinuities for sideslip surface is generalized and applied. By using 2-D network simulation techniques, 3-D network simulation techniques and H-H2 probability model, connectivity rate of discontinuities of sideslip surface and synthetically extracted connectivity rate for suggested shearing strength of sideslip surface are calculated.
The specified geological investigation is carried so that bottom slip surface is ascertained. Based
on computer interact techniques and graphics theory, the 3-D geological model is developed. With rigid limit equilibrium vector method, dam shoulders anti-sliding stability analyzing program system is compiled and its reliability is insured by a large amount of comparative calculations. This program system is characterized by convenient interactive data input, visual geometric graph display, stability evaluation under any force, and multi-functional data change interface.
And then, by using above program system, the anti-sliding stability of dam shoulders in different modes and different load combination patterns are calculated in respectively, and their stability is evaluated preliminarily. Furthermore, sensitivity analysis Is performed on some very important factors such as c, f. The analysis results indicate that the anti-sliding stability of Xiluodu dam shoulders can meet the need of arch dam design and has good safety repertory.
是坝区关键的工程地质问题之一，而查明坝肩抗力体边界条件是坝肩抗滑稳定性分析的
前提和基础。
研究表明，控制坝肩抗滑稳定的边界主要有侧裂面、底滑面、拱端拉裂面和临空面，
其中拱端拉裂面和临空面是明确的，但由于坝区岩体结构体的复杂性致使侧裂面和底滑
面边界条件（尤其是侧裂面边界条件）具有很大程度的不确定性和模糊性。
为了查明边界条件工程性状，在已有研究成果的基础上，我们开展了侧裂面专题野
外地质调查和底滑面核对及补充调查工作，得到了大量可靠地、翔实的第一手资料，为
了更好地管理、分析野外所测资料，建立了使用方便、功能全面的数据库管理系统，为
全面系统地研究抗力体的边界条件奠定基础。
通过对野外实测的258条层间、层内错动带进行对比分析，按照错动强烈、工程性
状差、规模大且产出状态不利于抗力作稳定的原则，左右岸各确定了8条可能构成底滑
面的层内或层间错动带。
基于统计方法，研究了侧裂结构面的宏观发育状况。并用H-H2公式估算了侧裂结
构面的迹长；用修正H-H连通率概率模型按不同高程计算了侧裂结构面的连通率，在
此基础上，确定了侧裂面的连通率。这些结果都充分体现了侧裂结构面稀疏、短小、连
通率低的特点。
在查明坝肩抗力体边界条件的基础上，应用计算机交互式技术和图形学理论建立了
三维地质模型，利用刚体极限平衡分析中的矢量法编制了坝肩抗力体抗滑稳定性分析系
统，该程序具有交互式的数据输入、形象的几何图形显示、任意作用力下的稳定性计算
及多功能的数据交换接口等特点。并通过大量的对比计算确保了系统的可靠性。
运用该系统对溪洛渡坝肩抗力体的不同模式、不同荷载组合形式下的抗滑稳定性进
行了评价，并对连通率c、f等重要因素进行敏感性分析。其结果表明：溪洛渡坝肩抗
力体的稳定性总体上达到拱坝设计的要求，并有较好的安全储备。
DAM SHOULDERS ANTI-SLIDING STABILITY ANALYSIS FOR
XILUODU HYDROPOWER STATION ON JINSHA RIVER
The planned dam for Xiluodu Hydropower Station on Jinsha River is a hyperboloidal high arch.
Anti-sliding stability of dam shoulders is one of the key engineering geological problems.
Apparently, it is pre-requisite that their anti-sliding boundary is ascertained in order to analyze
and evaluate their anti-sliding stability.
It is thought that the macroscopical boundaries controlling dam shoulders anti-sliding stability are sideslip surfaces, bottom slip surfaces, slope surfaces and pullapart surfaces of arch dam respectively. Of all the boundaries, the slop surfaces and pullapart surfaces are easy to identify. However, considering that there is no obvious steep fault in dam site, it makes sideslip surface boundary and bottom slip surface boundary (especially sideslip surface boundary) implicit and uncertain at some extent, therefore it becomes difficult to ascertain the anti-sliding boundary conditions of the dam shoulders.
To find out the engineering properties of the boundary conditions, at first, a large amount of reliable and detailed in-site data are collected from specified field geological investigation. And then a easy-used and multi-functional database manage system is built up to manage and process, these data more efficiently, which lays a solid foundation for systematically ascertaining sideslip surface boundaries.
By comparatively analyzing the 258 pieces of intrastratal and interlayer faults collected from field work, 8 pieces of intrastratal and interlayer faults are picked out as the potential bottom slip surfaces according to the criteria of being staggered intensely, large scale and their outcrop status being adverse to anti-sliding stability.
With statistical methods, the forming conditions of discontinuities for sideslip surface is studied in detail. H-H algorithm is improved and a new trace length estimation algorithm for discontinuities of sideslip surface (H-H2 algorithm) is presented. Based on above study, a method for selecting trace length of discontinuities for sideslip surface is generalized and applied. By using 2-D network simulation techniques, 3-D network simulation techniques and H-H2 probability model, connectivity rate of discontinuities of sideslip surface and synthetically extracted connectivity rate for suggested shearing strength of sideslip surface are calculated.
The specified geological investigation is carried so that bottom slip surface is ascertained. Based
on computer interact techniques and graphics theory, the 3-D geological model is developed. With rigid limit equilibrium vector method, dam shoulders anti-sliding stability analyzing program system is compiled and its reliability is insured by a large amount of comparative calculations. This program system is characterized by convenient interactive data input, visual geometric graph display, stability evaluation under any force, and multi-functional data change interface.
And then, by using above program system, the anti-sliding stability of dam shoulders in different modes and different load combination patterns are calculated in respectively, and their stability is evaluated preliminarily. Furthermore, sensitivity analysis Is performed on some very important factors such as c, f. The analysis results indicate that the anti-sliding stability of Xiluodu dam shoulders can meet the need of arch dam design and has good safety repertory.
引文
1．成都勘测设计研究院．金沙江溪落渡水电站可行性研究报告(第一篇 综合说明)．1998，1
2．姚敦铖，浮值法在拱坝肩稳定性分析中的应用，人民长江，1991(9)
3．17-02-2专题组，高混凝土坝设计计算方法与设计准则，水电站设计，1991，2
4．陈晓阳，岩坡稳定性三维分析的分类坐标法，水电站设计，1994，4
5．王琉泰，周维垣，毛健全，顾悦，拱坝坝肩岩体稳定分析，贵州人民出版社，1983。
6．成都勘测设计研究院，金沙江溪落渡水电站可行性研究报告(第三篇：工程地质)．1998，1
7．黄润秋等．金沙江溪落渡水电工程岩体结构模型及工程应用研究．成都理工学院．1999，12
8．黄国明．工学博士论文．节理岩体描述及工程应用．成都理工学院．1999
9．柴贺军．博士论文．溪落渡电站岩体结构模型及三维可视化应用研究．1998
9．黄润秋，许模．工程地质综合分析技术的开发和应用研究．岩体结构的工程特性评价方法研究．1999
10．李瓒等，混凝土拱坝设计，中国电力出版社，2000
11．吴翊，李永乐，胡庆军，应用数理统计，国防科技大学出版社，1995。
12．范留明，工学博士论文，金沙江溪洛渡水电站工程坝肩抗滑稳定边界条件及其工程适宜性评价
13. ISRM Suggested Methods for the Quantitative Description of Discontinuities in Rock Masses.Int.J.Rock Mechanics and Mining Science.1978, Vol.15
14．原水利部电力部，混凝土拱坝设计规范SDl45。85．北京：水利r包力出版利：，1985
15．黄润秋，王士天，胡卸文等．澜沧江小湾水电站高扒坝坝基重大工程地质问题研究，成都：西南交通大学出版社，1996
16．张倬元，王士天，王兰生．工程地质分析原理，北京：地质出版社．1994
17．孔德坊．工程岩土学．北京：地质出版社．1992
18．梅向明等，高等解析几何．高等教育出版社，1993
19. S. D. Priest, J. A. Hudson. Discontinuity of Spacing in Rock. Int. J. Rock Mech. Min. Sci. and Geomech.Abstracts,1976, Vol.13
20 S.D. Priest, J. A. Hudson.. Estimation of Discontinuity Spacing and trace Length Using Scanline Surveys.Int. J. Rock Mech. Min. Sci. and Geomech. Abstracts,1981, Vol.18
21. K. J. Arnord. On Spherical Probability Distributions. Unpublished Ph.D. Dissertation. Mass. Inst. of Tech.1941
22. C. Bingham. Distributions on the Sphere and on the Projective Plane. Unpublished Ph.D. Dissertation,Yale Unverisity.1964
22. R.J. Shanleyand, M. B. Mahtb.Delineation and Analysis of Clusters in Orientation Data.Mathematical Geology, 1976, Vol.18
23. E.G.Gaziev and E. N. Tiden. Probabilistic Approach to the study of Jointing in Rock Masses.Bulletin of the Int. Assoc. of Engineering Geology, 1979, Vol.20
24. S. M. Miller and L. E.,Borgman. Spetral Type Simulation of Spatially Correlated Fracture Set Properties.Mathematical Geology,1985,Vol.17
25．陈剑平，肖树芳，王清，随机不连续面三维网络计算机模拟原理，东北师范大学出版社，1995．
26. A. M. Robertson. The Interpretation of Geological Factors for Use lim Slope Theory. In Planning Open Pit Mines. Van Rensburg, P.W.J.(Ed.), Cape Town, South Africa, Balkema. 1970.
27. M. D.Bridges. Presentation of Fracture Data for Rock Mechanics.Proceedings, 2nd Austral-New Zealand Conf. on Geomech.1976
28. N. Barton. Review of a New Shear Strength Criterion for Rock Joints. Engineering Geology,1993,7.
29. N. Barton et al.Strength, Deformation and Conductivity Coupling of Joints. Int J. Rock Mech. Min Sci.,1990,22(3)
30. N. Barton and V.Choubey. The Shear Strength of Rock Joints in Theory and Practice. Rock Mechanics,1977.
31. F.D. Parton. Multiple Model of Shear Failure in Rocks. Proc. 1st Int. Soc. Rock Mesh. Lisbon, Ggol.,1966.
32．杜时贵，岩体结构面粗糙系数JRC的定向统计研究，工程地质学报，1994，Vol．2，No．3
33．王剑锋，岩体结构面粗糙度系数研究进展，地质科技情报，1991，No．10
34．周创兵，结构面粗糙度系数与分形分维数的关系，武汉水利电力大学学报，1996，Vol．29，No．5
35．谢和平，岩体介质的分形孔隙和分形粒子，力学进展，1993，Vol．23，No．2
36. H. Xie and D J. Sanderson. Fractal Kinematics of crack propagation in geomaterials. Eng. fracture Mechanics,1995,Vol.50
37. Bandis B C et al. Fundamentals of Rock Joint. Int. J. Rock Mech. Sci. & Geomech. Abstr.1983, Vol.20, No.6
38．李宁等，岩体节理刚度系数的现场声波测试，应用力学学报，1998，Vol，15，No．3。
39．潘别桐，黄润秋，工程地质数值法，地质出版社，1993。
40．潘别桐，井兰如．岩体结构概率模拟和应用，岩石力学新进展．沈阳：东北工学院出版社．1989．
41．陈征宙，胡伏生，方磊，Salah Bishir.岩体节理网络模拟技术研究．岩土工程学报，1998，20(1)
42．汪小刚，刘文松，应用蒙特卡洛法确定节理岩体的连通率和综合抗剪强度指标．岩石力学与工程学报．1992，11(4)：345～355
43．汪小刚，贾志欣，岩石结构面网络模拟原理在节理岩体连通率研究中的应用．中国水电技术．1998，29(10)：43～47．
44．李义连，满作武．三峡工程岩体破坏分析中面连通率研究，地质科技情报，1998，17(A02)：59～72．
45．范留明，柴贺军，黄润秋，岩体结构二维可视化模型及其应用研究，地质灾害和环境保护，2000，11(4)
46．田黔宁，利用WIN-SUFFER软件绘制物化探图件，物化探计算技术，1998，20(4)。
47．Stanley M.Miller.A Statistical Method to Evaluate Homogeneity of structural Populations,athematical Geology,1983,2(15):317～328
48．吴翊，李永乐，胡庆军，应用数理统计，国防科技大学出版社，1995。
49．《数学手册》编写组，北京：高等教育出版社，1979．
50．刘静华，王永乐，最新VC++绘图程序设计技巧与实例教程，科学出版社，2001
51．许强，黄润秋，巨能攀等，边坡块体稳定性分析系统，成都理工学院国家专业实验，1998
52．Roger T.Stevens & Christopher D.Watkins著，C与C++高级图形程序设计，1994
53．Donaald Hern & M.pauline Balcer著，计算机图形学．北京：电子工业出版社
2．姚敦铖，浮值法在拱坝肩稳定性分析中的应用，人民长江，1991(9)
3．17-02-2专题组，高混凝土坝设计计算方法与设计准则，水电站设计，1991，2
4．陈晓阳，岩坡稳定性三维分析的分类坐标法，水电站设计，1994，4
5．王琉泰，周维垣，毛健全，顾悦，拱坝坝肩岩体稳定分析，贵州人民出版社，1983。
6．成都勘测设计研究院，金沙江溪落渡水电站可行性研究报告(第三篇：工程地质)．1998，1
7．黄润秋等．金沙江溪落渡水电工程岩体结构模型及工程应用研究．成都理工学院．1999，12
8．黄国明．工学博士论文．节理岩体描述及工程应用．成都理工学院．1999
9．柴贺军．博士论文．溪落渡电站岩体结构模型及三维可视化应用研究．1998
9．黄润秋，许模．工程地质综合分析技术的开发和应用研究．岩体结构的工程特性评价方法研究．1999
10．李瓒等，混凝土拱坝设计，中国电力出版社，2000
11．吴翊，李永乐，胡庆军，应用数理统计，国防科技大学出版社，1995。
12．范留明，工学博士论文，金沙江溪洛渡水电站工程坝肩抗滑稳定边界条件及其工程适宜性评价
13. ISRM Suggested Methods for the Quantitative Description of Discontinuities in Rock Masses.Int.J.Rock Mechanics and Mining Science.1978, Vol.15
14．原水利部电力部，混凝土拱坝设计规范SDl45。85．北京：水利r包力出版利：，1985
15．黄润秋，王士天，胡卸文等．澜沧江小湾水电站高扒坝坝基重大工程地质问题研究，成都：西南交通大学出版社，1996
16．张倬元，王士天，王兰生．工程地质分析原理，北京：地质出版社．1994
17．孔德坊．工程岩土学．北京：地质出版社．1992
18．梅向明等，高等解析几何．高等教育出版社，1993
19. S. D. Priest, J. A. Hudson. Discontinuity of Spacing in Rock. Int. J. Rock Mech. Min. Sci. and Geomech.Abstracts,1976, Vol.13
20 S.D. Priest, J. A. Hudson.. Estimation of Discontinuity Spacing and trace Length Using Scanline Surveys.Int. J. Rock Mech. Min. Sci. and Geomech. Abstracts,1981, Vol.18
21. K. J. Arnord. On Spherical Probability Distributions. Unpublished Ph.D. Dissertation. Mass. Inst. of Tech.1941
22. C. Bingham. Distributions on the Sphere and on the Projective Plane. Unpublished Ph.D. Dissertation,Yale Unverisity.1964
22. R.J. Shanleyand, M. B. Mahtb.Delineation and Analysis of Clusters in Orientation Data.Mathematical Geology, 1976, Vol.18
23. E.G.Gaziev and E. N. Tiden. Probabilistic Approach to the study of Jointing in Rock Masses.Bulletin of the Int. Assoc. of Engineering Geology, 1979, Vol.20
24. S. M. Miller and L. E.,Borgman. Spetral Type Simulation of Spatially Correlated Fracture Set Properties.Mathematical Geology,1985,Vol.17
25．陈剑平，肖树芳，王清，随机不连续面三维网络计算机模拟原理，东北师范大学出版社，1995．
26. A. M. Robertson. The Interpretation of Geological Factors for Use lim Slope Theory. In Planning Open Pit Mines. Van Rensburg, P.W.J.(Ed.), Cape Town, South Africa, Balkema. 1970.
27. M. D.Bridges. Presentation of Fracture Data for Rock Mechanics.Proceedings, 2nd Austral-New Zealand Conf. on Geomech.1976
28. N. Barton. Review of a New Shear Strength Criterion for Rock Joints. Engineering Geology,1993,7.
29. N. Barton et al.Strength, Deformation and Conductivity Coupling of Joints. Int J. Rock Mech. Min Sci.,1990,22(3)
30. N. Barton and V.Choubey. The Shear Strength of Rock Joints in Theory and Practice. Rock Mechanics,1977.
31. F.D. Parton. Multiple Model of Shear Failure in Rocks. Proc. 1st Int. Soc. Rock Mesh. Lisbon, Ggol.,1966.
32．杜时贵，岩体结构面粗糙系数JRC的定向统计研究，工程地质学报，1994，Vol．2，No．3
33．王剑锋，岩体结构面粗糙度系数研究进展，地质科技情报，1991，No．10
34．周创兵，结构面粗糙度系数与分形分维数的关系，武汉水利电力大学学报，1996，Vol．29，No．5
35．谢和平，岩体介质的分形孔隙和分形粒子，力学进展，1993，Vol．23，No．2
36. H. Xie and D J. Sanderson. Fractal Kinematics of crack propagation in geomaterials. Eng. fracture Mechanics,1995,Vol.50
37. Bandis B C et al. Fundamentals of Rock Joint. Int. J. Rock Mech. Sci. & Geomech. Abstr.1983, Vol.20, No.6
38．李宁等，岩体节理刚度系数的现场声波测试，应用力学学报，1998，Vol，15，No．3。
39．潘别桐，黄润秋，工程地质数值法，地质出版社，1993。
40．潘别桐，井兰如．岩体结构概率模拟和应用，岩石力学新进展．沈阳：东北工学院出版社．1989．
41．陈征宙，胡伏生，方磊，Salah Bishir.岩体节理网络模拟技术研究．岩土工程学报，1998，20(1)
42．汪小刚，刘文松，应用蒙特卡洛法确定节理岩体的连通率和综合抗剪强度指标．岩石力学与工程学报．1992，11(4)：345～355
43．汪小刚，贾志欣，岩石结构面网络模拟原理在节理岩体连通率研究中的应用．中国水电技术．1998，29(10)：43～47．
44．李义连，满作武．三峡工程岩体破坏分析中面连通率研究，地质科技情报，1998，17(A02)：59～72．
45．范留明，柴贺军，黄润秋，岩体结构二维可视化模型及其应用研究，地质灾害和环境保护，2000，11(4)
46．田黔宁，利用WIN-SUFFER软件绘制物化探图件，物化探计算技术，1998，20(4)。
47．Stanley M.Miller.A Statistical Method to Evaluate Homogeneity of structural Populations,athematical Geology,1983,2(15):317～328
48．吴翊，李永乐，胡庆军，应用数理统计，国防科技大学出版社，1995。
49．《数学手册》编写组，北京：高等教育出版社，1979．
50．刘静华，王永乐，最新VC++绘图程序设计技巧与实例教程，科学出版社，2001
51．许强，黄润秋，巨能攀等，边坡块体稳定性分析系统，成都理工学院国家专业实验，1998
52．Roger T.Stevens & Christopher D.Watkins著，C与C++高级图形程序设计，1994
53．Donaald Hern & M.pauline Balcer著，计算机图形学．北京：电子工业出版社