特高拱坝建基面嵌深优化设计分析与评价
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摘要
特高拱坝建基面嵌深优化设计(本文简称建基面优化)的分析与评价,是当前高坝建设领域的难点和热点研究课题之一,具有重要的学术和工程意义,对于制定特高拱坝设计准则或修订新的工程规范具有一定的参考价值。本文在前人研究成果的基础上,从研究节理岩体的破坏机理出发,建议了岩体弹塑性损伤本构模型;运用弹塑性损伤理论和最小余能原理推导了基础加固力的量化计算方法;建议了特高拱坝常规安全分析与非线性仿真分析的评判标准,并将其应用到溪洛渡特高拱坝的建基面优化设计。本文主要内容及创新成果如下:
(1)通过试验模拟三维应力状态下三维节理岩体的细观损伤开裂破坏,分析了影响节理岩体破坏强度的因素。在试验和现场概率统计的基础上,从损伤力学出发,探讨了节理岩体力学参数的不同损伤张量计算方法,建议了考虑节理岩体起裂、扩展准则的弹塑性损伤本构模型,并提出了有限元实现流程。
(2)基于拱坝整体三维非线性有限元分析,运用弹塑性损伤理论和最小余能原理,推导了基础加固力的计算方法,实现了拱坝基础加固力的量化计算。
(3)提出了特高拱坝建基面优化设计原则,总结了建基面优化设计的步骤和详细的工作流程,讨论并拟定了特高拱坝安全分析方法的评价内容与参考准则,初步提出了特高拱坝建基面嵌深优化设计分析与评价体系。
(4)对溪洛渡拱坝三种建基面方案,在常规安全分析评价的基础上,重点比较了三维非线性有限元整体稳定分析和地质力学模型试验研究成果。论证了溪洛渡拱坝基础利用Ⅲ1级岩体和上部高程部分利用Ⅲ2级岩体作为大坝基础的可行性;建基面优化方案较可研方案减少基础开挖和大坝混凝土工程量各100多万m3,节省直接投资约6亿元,经济效益十分显著。
Analysis and evaluation on optimization of design for foundation interface of super high arch dams is one of the most important research fields of hydraulic engineering. It is significant also for engineering and academic study, and for proposing new design criteria of super high arch dam or revising arch dam design standard. This thesis investigated the failure mechanics of jointed rock mass for proposing a plastic damage model of jointed rock mass, then, carried out quantitatively analysis of reinforcement force by employing the reinforcement theory considering deformation mechanism of rock mass. This thesis also proposes evaluation criteria for super high arch dam based on general analysis and nonlinear numerical simulation method, and applies proposed criteria for optimization of foundation interface of Xiluodu arch dam. The major contents of this thesis are as follows:
(1) To investigate the failure process and peak strength of rock mass containing 3D(three dimension) joints under 3D compression, a serial of the physical test on 3D jointed specimen made by Xiluodu rock mass for obtaining the qualitative relationship of peak strength and damage were carried out. Based the experimental results and in situ probability investigation, a plastic damage model of jointed rock mass in considering crack initiation, propagation and interaction is proposed. In this thesis, the work flow of finite element method with applying this model is given.
(2) Based on 3D nonlinear finite element method for analyzing the integrity stabilization of arch dam, by using non-equilibrium elastic-plastic damage mechanics, and minimum plastic complementary energy principle, the reinforcement theory considering deformation mechanism of rock mass is proposed, which can quantitatively calculate the reinforcement force of foundation in dam toe area.
(3) In this thesis, an evaluation criteria, design concept and flow of optimization of design, evaluation data and criteria of typical stability analysis methods are discussed for proposing the analysis and estimation system on optimization of design for foundation interface of super high arch dam.
(4) Based on general evaluation method, the 3D nonlinear finite element method and 3D geomechanical model test, by employing the proposed analysis and estimation system, different foundation excavation cases of Xiluodu arch dam including research case, optimization case and comparison case, respectively, are analyzed and evaluated. The investigation results demonstrated the feasibility of using III1, III2 typical rock mass as foundation interface of Xiluodu arch dam. With the optimization case in Xiluodu arch dam, to compare the research case, the excavation of foundation and concrete quantities of dam will minimize about one million cubic meters; as a result, nearly 600 million RMB of investment is saved.
(1)通过试验模拟三维应力状态下三维节理岩体的细观损伤开裂破坏,分析了影响节理岩体破坏强度的因素。在试验和现场概率统计的基础上,从损伤力学出发,探讨了节理岩体力学参数的不同损伤张量计算方法,建议了考虑节理岩体起裂、扩展准则的弹塑性损伤本构模型,并提出了有限元实现流程。
(2)基于拱坝整体三维非线性有限元分析,运用弹塑性损伤理论和最小余能原理,推导了基础加固力的计算方法,实现了拱坝基础加固力的量化计算。
(3)提出了特高拱坝建基面优化设计原则,总结了建基面优化设计的步骤和详细的工作流程,讨论并拟定了特高拱坝安全分析方法的评价内容与参考准则,初步提出了特高拱坝建基面嵌深优化设计分析与评价体系。
(4)对溪洛渡拱坝三种建基面方案,在常规安全分析评价的基础上,重点比较了三维非线性有限元整体稳定分析和地质力学模型试验研究成果。论证了溪洛渡拱坝基础利用Ⅲ1级岩体和上部高程部分利用Ⅲ2级岩体作为大坝基础的可行性;建基面优化方案较可研方案减少基础开挖和大坝混凝土工程量各100多万m3,节省直接投资约6亿元,经济效益十分显著。
Analysis and evaluation on optimization of design for foundation interface of super high arch dams is one of the most important research fields of hydraulic engineering. It is significant also for engineering and academic study, and for proposing new design criteria of super high arch dam or revising arch dam design standard. This thesis investigated the failure mechanics of jointed rock mass for proposing a plastic damage model of jointed rock mass, then, carried out quantitatively analysis of reinforcement force by employing the reinforcement theory considering deformation mechanism of rock mass. This thesis also proposes evaluation criteria for super high arch dam based on general analysis and nonlinear numerical simulation method, and applies proposed criteria for optimization of foundation interface of Xiluodu arch dam. The major contents of this thesis are as follows:
(1) To investigate the failure process and peak strength of rock mass containing 3D(three dimension) joints under 3D compression, a serial of the physical test on 3D jointed specimen made by Xiluodu rock mass for obtaining the qualitative relationship of peak strength and damage were carried out. Based the experimental results and in situ probability investigation, a plastic damage model of jointed rock mass in considering crack initiation, propagation and interaction is proposed. In this thesis, the work flow of finite element method with applying this model is given.
(2) Based on 3D nonlinear finite element method for analyzing the integrity stabilization of arch dam, by using non-equilibrium elastic-plastic damage mechanics, and minimum plastic complementary energy principle, the reinforcement theory considering deformation mechanism of rock mass is proposed, which can quantitatively calculate the reinforcement force of foundation in dam toe area.
(3) In this thesis, an evaluation criteria, design concept and flow of optimization of design, evaluation data and criteria of typical stability analysis methods are discussed for proposing the analysis and estimation system on optimization of design for foundation interface of super high arch dam.
(4) Based on general evaluation method, the 3D nonlinear finite element method and 3D geomechanical model test, by employing the proposed analysis and estimation system, different foundation excavation cases of Xiluodu arch dam including research case, optimization case and comparison case, respectively, are analyzed and evaluated. The investigation results demonstrated the feasibility of using III1, III2 typical rock mass as foundation interface of Xiluodu arch dam. With the optimization case in Xiluodu arch dam, to compare the research case, the excavation of foundation and concrete quantities of dam will minimize about one million cubic meters; as a result, nearly 600 million RMB of investment is saved.
引文
[1]混凝土拱坝设计规范DL/T5436-2006,中华人民共和国电力行业标准,北京.中华人民共和国国家发展和改革委员会,2007
[2]混凝土拱坝设计规范SL282-2003,中华人民共和国水利部,中国水利水电出版社,2003
[3]王仁坤,溪洛渡拱坝设计综述[J],水力发电, 2003,(11) :17-19
[4]雅垄江锦屏一级水电站大坝工程招标设计报告,中国水电工程顾问集团成都勘测设计研究院,2006,7
[5]澜沧江小湾水电站大坝工程招标设计报告,中国水电工程顾问集团昆明勘测设计研究院,2004,7
[6]潘家铮,在金沙江溪洛渡水电站拱坝设计优化咨询会上的发言,水电站设计, 2004, 2
[7]朱伯芳,高季章,陈祖煜,历易生著,拱坝设计与研究,中国水利水电出版社,2002
[8]李瓒,陈飞,郑建波等,特高拱坝枢纽分析与重点问题研究,中国电力出版社,2004
[9] Field investigations of seepage in the Inguri arch dam, Power Technology and Engineering (formerly Hydrotechnical Construction) , 213-217,15(4), 1981
[10] A.Л,高尔金,英古里拱坝及坝基状态,RИДPOTEXHчeckOe CTPOИTeЛbCTBO,1997.3
[11]《雅砻江二滩水电站工程设计技术总结报告》,国家电力公司成都勘测设计研究院,2000
[12]国家电力公司成都勘测设计研究院、二滩水电开发有限责任公司,《雅砻江二滩水电站拱坝安全监测分析与反分析》(1998~2001),2002
[13]国家电力公司成都勘测设计研究院、二滩水电开发有限责任公司,《雅砻江二滩水电站拱坝33#/34#坝段裂缝分析研究》,2004
[14]杨延毅,周维垣.岩石与混凝土类材料断裂过程研究[J].水利学报,1992,11
[15] Lin P., R. K. Wang W.Y. Zhou ,The 3D-Crack Growth Mechanism of Brittle Material under 3D Compression, Key engineering material,2007, 353-358:1181-1184
[16]林鹏,王仁坤,黄凯珠,周维垣,含裂纹缺陷脆性岩石的峰值强度模型研究,清华大学学报,2006, 46(9):1514-1517
[17]国家电力公司成都勘测设计研究院,国际大坝失事专题讨论会译文集,1999
[18]周维垣,杨若琼等,高拱坝整体稳定地质力学模型试验研究,水利发电学报,2005,24(1):53-58
[19] Emanuele Fumagalli,大坝基础的地质力学模型,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[20]《混凝土和钢筋混凝土坝设计规范》(СНиП.2.06.06-85), 1985
[21] Design criteria for concrete arch and gravity dams, United States department of the interior bureau of reclamation, 1977
[22]《水利水电工程地质勘察规范》,GB 50287
[23]朱伯芳,国际拱坝学术讨论会专题综述,水力发电,1988,8:49-52
[24]中国水利学会地基与基础工程专业委员会编,水利水电地基与基础工程新技术,天津科学技术出版社,2002
[25]张悼元、王兰生、王士天,工程地质分析原理(第二版),地质出版社,1994
[26]《苏联在混凝土重力坝设计规范》,(CHиП123-60),1960
[27] Deer, D. V. and Miller, R. P, Engineering classifications and index properties of intact rock. Tech. report, 1966
[28] Aastrup, A. and Sallstrom, S, Further treatment of problematic rock foundations at Bergeforsen Dam, Proc. Eighth Cong. On Large Dams, Edinburgh, 627, 1964
[29] Barton, N., Recent experiences with the Q-system of tunnel support design, Proceedings of Symposium on Exploration for Rock Engineering, Balkema, Rotterdam, 1974, Vol. 1, 107-108
[30] Barton N.,Lien R. and Lunde J. Engineering classification of rock masses for the design of tunnel support, Rock Mech. , 1974 6, 189~236
[31] Bieniawski Z T. Engineering Rock Mass Classification: a complete manual for engineers and geologists in mining, civil, and petroleum engineers. New York:Wiley, 1989, 25-58
[32] Rock characterization, testing & monitoring : ISRM suggested methods, Oxford ; New York : Published for the Commission on Testing Methods, International Society for Rock Mechanics by Pergamon Press, 1981
[33] ASTM, Test Method for Unconfined Compressive Strength of the Intact Rock Core Specimens, ASTM designation,1986, D2938-86
[34] Goodman, R. E., Introduction to rock mechanics, 1989
[35] Goodman R. E., RQD and fracture spacing. J. Geo tech. Engng. Div. A SCE, 1980, 106, 191～193.
[36] Sen. Z & Kezi A. Discontinuity spacing and RQD estimates from finite length scanline. Int. J. RockM ech. M in. Sci. & Geomech. A bstr. , 1984Vo l. 21, 203～212.
[37] Sen. Z & Eissa E. A., Rock quality charts for normally distributed block sizes. Int. J. Rock Mech. Min. Sci. & Geomech. A bstr. ,1992, Vo l. 29, 1～12
[38] Price G.,A suggested method for the classification of rock mass weathering by a rating system, Engineering Geology, 1993,26
[39] Priest S.D. et al., Estimation of discontinuity spacing and trace length using scanline surveys. Int. J. rock Min. Sci., 1981, Vol. 18, 183-197.
[40]潘别桐、黄润秋,工程地质数值法,地质出版社,1994
[41]任自民、马代馨、沈泰等,三峡工程坝基岩体工程研究,中国地质大学出版社,1998,213-252
[42]何启标,李家峡水电站坝基岩体质量分级,水利水电技术,1992, (10), 42-49
[43]徐卫亚、喻和平、谢守益等,清江隔河岩坝基工程岩体质量评价研究,工程地质学报,1999, 6, 105-111
[44]陈文理;向能武;王怀球,构皮滩水电站高拱坝建基岩体工程地质研究,人民长江2006.3
[45]邓荣贵、张淖元、王士天,锦屏电站坝区I类结构面地质一力学特征研究,成都理工学院学报,1996, 10, 10-15
[46]溪洛渡水电站岩体和结构面力学参数取值研究,国家电力公司成都勘测设计研究院科研所,1999
[47]周志东、胡卸文、张悼元等,西南某水电站坝肩岩体质量分级方法选取探讨,成都理工学院学报,1999, 1, 82-85
[48]林韵梅,岩体基本质量定量分级标准BQ公式的研究,岩土工程学报,1999, 7, 481-485
[49]黄志全、王思敬、李华哗等,岩体力学参数取值的置信度及其可靠性,岩石力学与工程学报,1999, 2, 33-35
[50]杜时贵、王思敬,岩石质量定量描述研究现状及趋向,工程地质学报,1998, 9,230-237
[51]王思敬,中国岩石力学与工程世纪成就,河海大学出版社,2004
[52]胡卸文、黄润秋,水利水电工程中的岩体质量分类探讨,成都理工学院学报,1996, 7, 64-68
[53]方大德,高坝坝基可利用岩体质量标准问题,水力发电,1997,12
[54]周创兵、龄三大,论岩体表征单元体积REV一岩体力学参数取值的一个基本问题,工程地质学报,1999, 12, 332-336
[55]中华人民共和国国家标准GB50218-94,工程岩体分级标准,国家技术监督局、中华人民共和国建设部联合发布,工1994
[56]国家电力公司成都勘测设计研究院,"七五"国家科技攻关《高混凝土拱坝设计计算方法与设计准则研究》,1990
[57]饶宏玲,计家荣,拱梁分载法拱坝抗拉强度准则研究,水力发电,2002,11,56-58
[58]朱伯芳,论拱坝的允许拉应力问题,水利学报, 1991, 08
[59]朱伯芳,贾金生,分析拱坝整体抗滑稳定性的非线性多拱梁法,西北水电,1996
[60]黄文雄,王德信,许庆春,高拱坝的开裂与体形优化,水力发电,1997,11,26-29
[61]王勖成,卲敏,有限单元法基本原理和数值方法(第二版).北京:清华大学出版社,1997年3月
[62] Zienkiewicz, O.C. and Taylor, R.L. (2000). The Finite Element Method (fifth edition), Volume 2: Solid Mechanics. Butterworth-Heinemann Publishers
[63]潘家铮,建筑物的抗滑稳定和滑坡分析,北京,水利出版社,1980
[64]陈祖煜,岩质边坡稳定分析――原理,方法,程序,北京:中国水利水电出版社,2003
[65] Donald,陈祖煜,边坡稳定分析的塑性力学上限解,第一部分:基本原理和方法.水利水电科学研究院,1994
[66] Donald,陈祖煜,边坡稳定分析的塑性力学上限解,第二部分:论能量法和静力法的等效性.水利水电科学研究院,1994
[67] Koiter, W.T. (1945). On the stability of elastic equilibrium. Dissertation, Delft, Holland, 1945 (也见AD-704124, Stanford University, California, Feb., 1970)
[68]杨强,陈新,周维垣,杨若琼,推求拱坝极限承载力的有效算法.水利学报, 2002,11, 60-65.
[69]陈胜宏著,高坝复杂岩石地基及岩石高边坡稳定分析,北京中国水利水电出版社,2001;
[70]周维垣,杨强等,岩石力学数值计算方法[M],中国电力出版社, 2005
[71]殷有泉,固体力学非线性有限元引论.北京:北京大学出版社,1987
[72]周维垣,杨若琼.混凝土拱坝整体三维有限元非线性分析(TFINE有限元程序系列).北京:清华大学水电系,1988
[73]周维垣,杨若琼,剡公瑞,大坝整体稳定分析系统,岩石力学与工程学报,1997,16(5),424-430
[74]周维垣,杨若琼,剡公瑞.高拱坝稳定性评价的方法和准则,水电站设计, 1997,13,1-7.
[75]蔡新,郭兴文,王德信,孙文俊,拱坝整体非线性稳定分析,河海大学学报,1999,27(2),74-80,
[76]武清玺,王德信,拱坝坝肩三维稳定可靠度分析,岩土力学,1998,19(1),45-49
[77]王爱林,陆晓敏,拱坝稳定分析方法的总结与探讨,西部探矿工程2005, 7, 157~158
[78] Gunn,R.M., Non-linear design and safety analysis of arch dams using damage mechanics. International Journal on Hydropower and Dam,2001,8(3)
[79]夏传星,常晓林,黎满林,周伟,基于有限元方法的洞坪拱坝体形优化研究,湖北水利发电,2005增刊,48-53
[80] A. Shahkaramia, M. Delforouzib, H. Salari,Study of the compression and tension factors of safety with a 3D FEM model for an arch dam and rock foundation: a case study of the Karun III Arch Dam in Iran International Journal of Rock Mechanics & Mining Sciences, 41 (2004), 479
[81]王泳嘉.边界元法在岩石力学中的应用.岩石力学与工程学报,1986,5(2)
[82]杜庆华等.边界积分方程----边界元方法:力学基础与工程应用.北京:高等教育出版社, 1989
[83] Brebbia C. A., Telles J. C. F., Wrobel L.C.. Boundary Element Techniques. Springer-Verlag, 1984
[84] Steward I.J., Brown E.T. A Static Relaxation Method for the Analysis of Excavation in Discontinuous Rock. In: Design and Performance of Underground Excavation. Cambridge, 1984, 149-155
[85] Nayroles B. , Touzot G. and Villon P. , Generalizing the finite element method: diffuse approximation and diffuse elements, Comput. Mech. , 1992, 10, 307-318
[86]寇晓东,周维垣,杨若琼.三维快速拉各朗日法进行小湾拱坝稳定分析.水利学报,2000,9
[87] Cundall P.A. A Computer Method for Simulation Progressive Large Scale Movement in Blocky Rock System. In: Proc. Symp. Rock Fracture(ISRM). Nancy, 1971, Paper II-8
[88] Belytschko T. , Lu Y.Y. and Gu L. , Element-free Galerkin Methods, Int. J. for Num. Methods in Engrg. , 1994, 37, 229-256
[89] Lu Y.Y. , Belytschko T. and Gu L., A New implementation of the element-free Galerkin method, Comput. Methods Appl. Mech. Engrg. , 1994, 113, 397-414
[90]周维垣,寇晓东,无单元法及其工程应用,力学学报,1998,30(2):193-201
[91]寇晓东,周维垣.(2000)应用无单元法近似计算拱坝开裂。水利学报,10:28～35
[92]卓家寿,章青(2000).不连续介质力学问题的界面元法.北京:科学出版社。
[93] Shi Gen-hua, Goodman R.E., Generalization of Two-dimensional Discontinuous Deformation Analysis for Forward Modelling. Int. J. for Num. and Analy. Methods in Geomech., 1989, 13: 359～380
[94] Shi Gen-hua, Numerical Manifold Method. In: Yuzo Ohnishi, eds. Proc. of ICADD-2, The Second International Conference on Analysis of Discontinuous Deformation. Kyoto, Japan, 1997,1～35
[95] Zhou Weiyuan, Yang Qiang, Kou Xiaodong. Manifold Method and Its Application to Engineering. In: Yuzo Ohnishi, eds. Proc. of ICADD-2, The Second International Conference on Analysis of Discontinuous Deformation. Kyoto, Japan, 1997, 274～281
[96]水利水电科学研究院,南京水利科学研究院,水工模型试验(第二版),水利水电出版社,1985
[97] Emanuele Fumagalli,大坝基础的地质力学模型,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[98] ZlatkKo Langof ,不连续介质中隧洞的模型试验和量测方法,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[99] Antonio Fereira da Silveira等,高密度低强度的地质力学模型材料,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[100] W.Schober, B.Lachinger,有内部防渗墙的坝承载性能的模型试验研究,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[101] R.E.Heuer, A.J.Hendron,Jr, Geomechanical model study of the behavior of underground openings in rock subjected to static loads(Report 2)—Tests on unlined openings in intact rock. AD report,USA,1971
[102]周维垣,杨若琼,古城拱坝模型试验研究,清华科学报告, 1975
[103]张光斗,周维垣,杨若琼等.二滩水电站双曲拱坝右坝肩稳定性的地质力学模型试验研究[R].北京:清华大学,1983
[104]周维垣,杨若琼,抛物线型拱坝坝肩断裂破坏试验研究,水利学报,1986
[105]周维垣,杨若琼,罗光福,东风水电站双曲拱坝整体有限元分析及模型试验[A],第二次全国岩石力学与工程学术会议论文集[C],北京知识出版社,30～43, 1989
[106]周维垣,铜头双曲拱坝整体稳定分析,第八届国际岩石力学大会文集,东京, 1995.10
[107]周维垣,杨若琼,林鹏等,锦屏一级水电站天然地基拱坝及坝肩整体地质力学模型试验,清华大学水利系2002
[108]周维垣,杨若琼,林鹏等,溪洛渡拱坝三维地质力学模型试验,清华大学水利系,2004
[109] R. K. Wang P. Lin W.Y. Zhou R.Q.Yang,Experimental Study on Cracking and Whole Stability of Xiluodu Arch Dam ,Key engineering material,Vols, 353-358, 2565-2568,2007
[110]姜小兰,操建国,孙绍文,构皮滩双曲拱坝整体稳定地质力学模型试验研究,长江科学院院报,19(6),21-24,2002
[111]姜小兰,操建国,江口双曲拱坝整体稳定地质力学模型试验研究[J],人民长江,32(3):28～30 ,2001
[112]张林,陈建康,张立勇等,溪洛渡高拱坝坝肩稳定三维地质力学模型试验分析,第八次全国岩石力学与工程学术大会论文集,946～950,2004
[113]张林,马衍泉,胡成秋,高边坡稳定的三维地质力学模型试验研究,水电站设计,10(3),39-50,1994
[114]李天斌,拱坝坝肩稳定性的地质力学模拟研究,岩石力学与工程学报, 23(6), 1670-1676, 2004
[115] Foundations for dams, Asilomar conference grounds pacific grove, CaliforniaMarch17-21,1974,American Society of civil Engineers, New York
[116]任青文,钱向东,赵引,傅树红,高拱坝沿建基面抗滑稳定性的分析方法研究,水利学报,2002,2,1~7
[117]任青文;钱向东;赵引;王柏乐,高拱坝沿建基面的破坏和安全度研究,水力发电,2002,10～14
[118]洪永文,李玲云,小湾拱坝建基面抗滑稳定分析,云南水利发电,1997,2,65-68
[119]周维垣,杨若琼,杨强等,小湾拱坝浅层抗剪及加固研究,清华大学水利系研究报告,2006
[120] Baustadter K., Widmann R. (1985) The behavior of the Kolnbrein arch dam. I-COLD, Lausane, Q.57-R.37
[121]李术才,朱维申,加锚节理岩体断裂损伤模型及其应用,水利学报,1998,8:52-56
[122]张强勇,李术才等,裂隙岩体加索支护模型及其工程应用,岩土力学, 2004,25(9): 1465-1468
[123]葛修润,刘建武.加锚节理面抗剪性能研究[J].岩土工程学报,1988,10(1):8～19
[124]杨强,薛利军,王仁坤,赵文光.岩体变形加固理论及非平衡态弹塑性力学.岩石力学与工程学报,2005,24:3704-3712.
[125] Yoshinaka R. Evaluation of bolt reinforcement in discontinuous rocks, In:Proc. of IRSM 8th Congress on Rock Mech.,1995, 249～252
[126] Jarred D J J,Haberfield C M. Tenden/grout interface performance in grouted anchors, In : Grouted Anchorages and Anchored Structures, London:Thomas Telford, 1997
[127] Aydan O. Shear reinforcement effect of rock bolts in discontinuous rock mass, In: Rock Support in Mining and Underground Construction. Rotterdam:A. A. Balkeman, 1992, 480～490
[128] Ferrero A M. The shear strength of reinforced rock joints, Int. J.Rock Mech. Min. & Geo. Abstr.,1995, 32(6): 590～600
[129]王仁坤,林鹏,周维垣,复杂地基上高拱坝开裂与稳定研究,岩石力学与工程学报,2007,26(10):1951-1958
[130]杨庆,娄峰,栾茂田,岩体断裂面分维数测量精度的改进方法,岩石力学与工程学报, 2003, (02)
[131]谢和平,周宏伟.基于分形理论的岩石节理力学行为研究,中国科学基金,1998, (04)
[132]颜震威.鲁布革水电站设计优化.水力发电, 1997, (01)
[133]董学晟,田野,邬爱清,水工岩石力学,中国水利水电出版社,2004
[134]孙广忠,岩体力学基础,北京,科学出版社,1983
[135]拱坝坝基浅层抗剪安全性及工程措施专题报告,中国水电顾问集团昆明勘测设计研究院,2006.12
[136] Bobet, A. and Einstein, H.H., Fracture Coalescence in Rock-type Material under Uniaxial and Biaxial Compression, Int. J. Rock Mech. Min. Sci., 35(7), 836-888, 1998
[137]溪洛渡水电站岩体力学特性及取值研究,国家电力公司成都勘测设计研究院,2001
[138] Snow D.T., The frequency and apertures of fractures in rock, inter. J. Rock Mech. Min. Sci. and Geomech. Abstr., 1970, 7: 23-40
[139]潘别桐,井兰如,岩体结构概率模型模拟和应用,岩石力学新进展,1989,55-79
[140] Hudson,J. A., Practical Rock Engineering, Principal of rock engineering consultants, 9, HK Polytechnic University, 2001
[141] Kawamoto T.,Ichikawa Y.and Kyoya T.,Deformation and fracturing behaviour of discontinuous rock mass and damage mechnis theory. Int.J.Numerical and Analysis Methods in geomech.,12,pp1-30,1988
[142] Oda M.T. et al.,Crack tensor and its relationship to anisotropy of longitunal wave velocity in jointed rock masses. Int.J.rock Mech.&Min.sci., V23,1986.
[143] Horii, H. and Nemat-Nasser,S., Compression-induced microcrack growth in brittle solids: axial splitting and shear failure, Journal of Geophysical Research, 90(B4), 3105-3125, 1985a
[144] Horii, H. and Nemat-Nasser, S., Brittle failure in Compression: splitting and brittle-ductile transition Philosophical Transactions of the Royal Society of London, Series A, 319, 337-374, 1986
[145] Nemat-Nasser, S. and Horii, H., Compression-induced nonlinear crack extension with application to splitting, exfoliation, and rockburst. J. Geophys. Res., 87,B8, 6805-6821, 1982
[146] Nemat-Nasser, S. and Obata, M.M., A microcrack model of dilatancy in brittle material, Journal of applied mechanics, 55, 24-35, 1988
[147] Rudnicki J W. A class of elastic-plastic constitutive laws for brittle rock. Journal of Rheology, 1984, 28(6): 759-778
[148] Rudnicki J W and Holcomb D J. Inelastic constitutive properties and shear localization in Tennessee marble" (with), International Journal for Numerical and Analytical Methods in Geomechanics, 2001, 25: 109-129
[149]夏蒙棼,韩闻生,柯孚久,白以龙,统计细观损伤力学和损伤演化诱致突变(I),力学进展,25(2),145-173,1995
[150]夏蒙棼,韩闻生,柯孚久,白以龙,统计细观损伤力学和损伤演化诱致突变(II),力学进展, 25(2):145-170, 1995
[151]郑颖人,沈珠江,龚晓南.岩土塑性力学原理.北京:中国建筑工业出版社, 2002
[152]黄克智,黄永刚,固体本构关系,1999,北京:清华大学出版社
[153]余寿文,冯西桥.损伤力学.北京:清华大学出版社, 1997
[154]杨卫,细观力学和细观损伤力学,力学进展,1999,22(1),1-9
[155]邢修三,损伤和断裂的统一,力学学报,1991,23(1),123-126
[156]杨延毅.节理裂隙岩体损伤-断裂力学模型及其在岩体工程中的应用. [博士学位论文].北京:清华大学水利系, 1990
[157] Hoek E.and Brown E.T., Empirical Strength criterion for rock masses. J.Geotech.Eng.Div.ASCE,1980 106,1013-1035
[158] Salamon M.D.G,Elastic Moduli of a Strartified Rock Mass. Int.J.Rock Mech.NMin.Sci.,v.5,1968.
[159] Gerrard C.M.,Elastic Models of rock Masses Having One, Two and Three Sets of Joints. Int.J.Rock Mech.&Min.sci.,v19,1982.
[160] Desroches J. and Cornet F., Channeling and Stiffnessffects on Fluid Percolation in Jointed Rocks,in Jointed Rock (N. Baton ed.), Balkema, Rotterdam, 1990.
[161] Eshelby J.D., The determination of the elastic field of an ellipsoidal inclusion and related problems., Proc.R.Soc.Lond.Ser.A.241.pp376-396.
[162] Mura T., Micromechanics of Defects in Solids. Mareinus Nujoff,Boston,1987.
[163]邵国建;卓家寿;章青,岩体稳定性分析与评判准则研究,岩石力学与工程学报,2003,5,691-696
[164]卓家寿,邵国建,陈振雷.工程稳定问题中确定滑坍面、滑向与安全度的干扰能量法,水利学报, 1997, (08) ,80-84
[165]赵进勇;章青;邵国建;卓家寿,用干扰能量法模拟边坡失稳过程,岩土工程学报,2002,24(3),367-370
[166]潘家铮,陈式慧,关于高拱坝建设中若干问题的探讨[J]科技导报,1997, (02)
[167]潘家铮,拱坝的危险[J],知识就是力量, 2003, (05)
[168]陈祖煜(1998).潘家铮最大最小原理的证明,清华大学学报,第1期,6-13.
[169] Lubliner, J. Plasticity Theory. 1990, Macmillan Publishing Company, New York
[170]中华人民共和国电力行业标准DL/T 5195-2004:《水工隧洞设计规范》,主编单位:成都勘测设计研究院,北京,中国电力出版社,2004
[171]朱伯芳,等.拱坝应力分析及ADAS程度.计算技术与计算机应用,1988,(17).
[172]杨海霞,杜成斌,王德信,拱坝非线性开裂分析的分载位移法,水力发电,1997(7),19-22
[173]钱向东,基于有限元等效应力法的拱坝强度设计准则探讨,河海大学学报(自然科学版),2003,31(3),318-320
[174]朱伯芳.拱坝的有限元等效应力及复杂应力下的强度储备[J].水利水电技术, 2005,(01) .
[175]肖伟荣;苏志敏;唐涛,有限元等效应力法在拱坝设计中的应用,云南水力发电,2005,21(1),36-39
[176] Mehdi Ben Ftima and Pierre Léger, Seismic stability of cracked concrete dams using rigid block models, Computers & Structures, 2006, 84(28), 1802-1814
[177] Jian-Hai Zhang, Jiang-Da He and Jing-Wei Fan, Static and dynamic stability assessment of slopes or dam foundations using a rigid body–spring element method, International Journal of Rock Mechanics and Mining Sciences, 2001, 38( 8), 1081-1090
[178]饶宏玲.拱坝拱座稳定的刚体极限平衡法的分项系数分析[J].水电站设计,2005,(03)
[179]曾兼权.应用刚体极限平衡法进行拱坝拱座稳定分析的改进初探[J],水利水电技术, 1985,(10)
[180]卓家寿,赵宁.不连续介质静、动力分析的刚体-弹簧元法[J],河海大学学报(自然科学版) , 1993,(05)
[181]周维垣,林鹏,杨若琼,杨强,拱坝整体地质力学模型试验,中国电力出版社,2008
[182]周维垣主编,高等岩石力学,水利电力出版社,1990年第一版
[183]张文彤,董伟,SPSS统计分析高级教程,2004,高等教育出版社
[184]封建湖,数值分析(淸华.第四版),2006,西北工业大学出版社
[185]金沙江溪洛渡水电站可行性研究报告,中国水电工程顾问集团成都勘测设计研究院,2001,12
[186]金沙江溪洛渡水电站混凝土拱坝优化设计报告,中国水电工程顾问集团成都勘测设计研究院,2005,11
[2]混凝土拱坝设计规范SL282-2003,中华人民共和国水利部,中国水利水电出版社,2003
[3]王仁坤,溪洛渡拱坝设计综述[J],水力发电, 2003,(11) :17-19
[4]雅垄江锦屏一级水电站大坝工程招标设计报告,中国水电工程顾问集团成都勘测设计研究院,2006,7
[5]澜沧江小湾水电站大坝工程招标设计报告,中国水电工程顾问集团昆明勘测设计研究院,2004,7
[6]潘家铮,在金沙江溪洛渡水电站拱坝设计优化咨询会上的发言,水电站设计, 2004, 2
[7]朱伯芳,高季章,陈祖煜,历易生著,拱坝设计与研究,中国水利水电出版社,2002
[8]李瓒,陈飞,郑建波等,特高拱坝枢纽分析与重点问题研究,中国电力出版社,2004
[9] Field investigations of seepage in the Inguri arch dam, Power Technology and Engineering (formerly Hydrotechnical Construction) , 213-217,15(4), 1981
[10] A.Л,高尔金,英古里拱坝及坝基状态,RИДPOTEXHчeckOe CTPOИTeЛbCTBO,1997.3
[11]《雅砻江二滩水电站工程设计技术总结报告》,国家电力公司成都勘测设计研究院,2000
[12]国家电力公司成都勘测设计研究院、二滩水电开发有限责任公司,《雅砻江二滩水电站拱坝安全监测分析与反分析》(1998~2001),2002
[13]国家电力公司成都勘测设计研究院、二滩水电开发有限责任公司,《雅砻江二滩水电站拱坝33#/34#坝段裂缝分析研究》,2004
[14]杨延毅,周维垣.岩石与混凝土类材料断裂过程研究[J].水利学报,1992,11
[15] Lin P., R. K. Wang W.Y. Zhou ,The 3D-Crack Growth Mechanism of Brittle Material under 3D Compression, Key engineering material,2007, 353-358:1181-1184
[16]林鹏,王仁坤,黄凯珠,周维垣,含裂纹缺陷脆性岩石的峰值强度模型研究,清华大学学报,2006, 46(9):1514-1517
[17]国家电力公司成都勘测设计研究院,国际大坝失事专题讨论会译文集,1999
[18]周维垣,杨若琼等,高拱坝整体稳定地质力学模型试验研究,水利发电学报,2005,24(1):53-58
[19] Emanuele Fumagalli,大坝基础的地质力学模型,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[20]《混凝土和钢筋混凝土坝设计规范》(СНиП.2.06.06-85), 1985
[21] Design criteria for concrete arch and gravity dams, United States department of the interior bureau of reclamation, 1977
[22]《水利水电工程地质勘察规范》,GB 50287
[23]朱伯芳,国际拱坝学术讨论会专题综述,水力发电,1988,8:49-52
[24]中国水利学会地基与基础工程专业委员会编,水利水电地基与基础工程新技术,天津科学技术出版社,2002
[25]张悼元、王兰生、王士天,工程地质分析原理(第二版),地质出版社,1994
[26]《苏联在混凝土重力坝设计规范》,(CHиП123-60),1960
[27] Deer, D. V. and Miller, R. P, Engineering classifications and index properties of intact rock. Tech. report, 1966
[28] Aastrup, A. and Sallstrom, S, Further treatment of problematic rock foundations at Bergeforsen Dam, Proc. Eighth Cong. On Large Dams, Edinburgh, 627, 1964
[29] Barton, N., Recent experiences with the Q-system of tunnel support design, Proceedings of Symposium on Exploration for Rock Engineering, Balkema, Rotterdam, 1974, Vol. 1, 107-108
[30] Barton N.,Lien R. and Lunde J. Engineering classification of rock masses for the design of tunnel support, Rock Mech. , 1974 6, 189~236
[31] Bieniawski Z T. Engineering Rock Mass Classification: a complete manual for engineers and geologists in mining, civil, and petroleum engineers. New York:Wiley, 1989, 25-58
[32] Rock characterization, testing & monitoring : ISRM suggested methods, Oxford ; New York : Published for the Commission on Testing Methods, International Society for Rock Mechanics by Pergamon Press, 1981
[33] ASTM, Test Method for Unconfined Compressive Strength of the Intact Rock Core Specimens, ASTM designation,1986, D2938-86
[34] Goodman, R. E., Introduction to rock mechanics, 1989
[35] Goodman R. E., RQD and fracture spacing. J. Geo tech. Engng. Div. A SCE, 1980, 106, 191～193.
[36] Sen. Z & Kezi A. Discontinuity spacing and RQD estimates from finite length scanline. Int. J. RockM ech. M in. Sci. & Geomech. A bstr. , 1984Vo l. 21, 203～212.
[37] Sen. Z & Eissa E. A., Rock quality charts for normally distributed block sizes. Int. J. Rock Mech. Min. Sci. & Geomech. A bstr. ,1992, Vo l. 29, 1～12
[38] Price G.,A suggested method for the classification of rock mass weathering by a rating system, Engineering Geology, 1993,26
[39] Priest S.D. et al., Estimation of discontinuity spacing and trace length using scanline surveys. Int. J. rock Min. Sci., 1981, Vol. 18, 183-197.
[40]潘别桐、黄润秋,工程地质数值法,地质出版社,1994
[41]任自民、马代馨、沈泰等,三峡工程坝基岩体工程研究,中国地质大学出版社,1998,213-252
[42]何启标,李家峡水电站坝基岩体质量分级,水利水电技术,1992, (10), 42-49
[43]徐卫亚、喻和平、谢守益等,清江隔河岩坝基工程岩体质量评价研究,工程地质学报,1999, 6, 105-111
[44]陈文理;向能武;王怀球,构皮滩水电站高拱坝建基岩体工程地质研究,人民长江2006.3
[45]邓荣贵、张淖元、王士天,锦屏电站坝区I类结构面地质一力学特征研究,成都理工学院学报,1996, 10, 10-15
[46]溪洛渡水电站岩体和结构面力学参数取值研究,国家电力公司成都勘测设计研究院科研所,1999
[47]周志东、胡卸文、张悼元等,西南某水电站坝肩岩体质量分级方法选取探讨,成都理工学院学报,1999, 1, 82-85
[48]林韵梅,岩体基本质量定量分级标准BQ公式的研究,岩土工程学报,1999, 7, 481-485
[49]黄志全、王思敬、李华哗等,岩体力学参数取值的置信度及其可靠性,岩石力学与工程学报,1999, 2, 33-35
[50]杜时贵、王思敬,岩石质量定量描述研究现状及趋向,工程地质学报,1998, 9,230-237
[51]王思敬,中国岩石力学与工程世纪成就,河海大学出版社,2004
[52]胡卸文、黄润秋,水利水电工程中的岩体质量分类探讨,成都理工学院学报,1996, 7, 64-68
[53]方大德,高坝坝基可利用岩体质量标准问题,水力发电,1997,12
[54]周创兵、龄三大,论岩体表征单元体积REV一岩体力学参数取值的一个基本问题,工程地质学报,1999, 12, 332-336
[55]中华人民共和国国家标准GB50218-94,工程岩体分级标准,国家技术监督局、中华人民共和国建设部联合发布,工1994
[56]国家电力公司成都勘测设计研究院,"七五"国家科技攻关《高混凝土拱坝设计计算方法与设计准则研究》,1990
[57]饶宏玲,计家荣,拱梁分载法拱坝抗拉强度准则研究,水力发电,2002,11,56-58
[58]朱伯芳,论拱坝的允许拉应力问题,水利学报, 1991, 08
[59]朱伯芳,贾金生,分析拱坝整体抗滑稳定性的非线性多拱梁法,西北水电,1996
[60]黄文雄,王德信,许庆春,高拱坝的开裂与体形优化,水力发电,1997,11,26-29
[61]王勖成,卲敏,有限单元法基本原理和数值方法(第二版).北京:清华大学出版社,1997年3月
[62] Zienkiewicz, O.C. and Taylor, R.L. (2000). The Finite Element Method (fifth edition), Volume 2: Solid Mechanics. Butterworth-Heinemann Publishers
[63]潘家铮,建筑物的抗滑稳定和滑坡分析,北京,水利出版社,1980
[64]陈祖煜,岩质边坡稳定分析――原理,方法,程序,北京:中国水利水电出版社,2003
[65] Donald,陈祖煜,边坡稳定分析的塑性力学上限解,第一部分:基本原理和方法.水利水电科学研究院,1994
[66] Donald,陈祖煜,边坡稳定分析的塑性力学上限解,第二部分:论能量法和静力法的等效性.水利水电科学研究院,1994
[67] Koiter, W.T. (1945). On the stability of elastic equilibrium. Dissertation, Delft, Holland, 1945 (也见AD-704124, Stanford University, California, Feb., 1970)
[68]杨强,陈新,周维垣,杨若琼,推求拱坝极限承载力的有效算法.水利学报, 2002,11, 60-65.
[69]陈胜宏著,高坝复杂岩石地基及岩石高边坡稳定分析,北京中国水利水电出版社,2001;
[70]周维垣,杨强等,岩石力学数值计算方法[M],中国电力出版社, 2005
[71]殷有泉,固体力学非线性有限元引论.北京:北京大学出版社,1987
[72]周维垣,杨若琼.混凝土拱坝整体三维有限元非线性分析(TFINE有限元程序系列).北京:清华大学水电系,1988
[73]周维垣,杨若琼,剡公瑞,大坝整体稳定分析系统,岩石力学与工程学报,1997,16(5),424-430
[74]周维垣,杨若琼,剡公瑞.高拱坝稳定性评价的方法和准则,水电站设计, 1997,13,1-7.
[75]蔡新,郭兴文,王德信,孙文俊,拱坝整体非线性稳定分析,河海大学学报,1999,27(2),74-80,
[76]武清玺,王德信,拱坝坝肩三维稳定可靠度分析,岩土力学,1998,19(1),45-49
[77]王爱林,陆晓敏,拱坝稳定分析方法的总结与探讨,西部探矿工程2005, 7, 157~158
[78] Gunn,R.M., Non-linear design and safety analysis of arch dams using damage mechanics. International Journal on Hydropower and Dam,2001,8(3)
[79]夏传星,常晓林,黎满林,周伟,基于有限元方法的洞坪拱坝体形优化研究,湖北水利发电,2005增刊,48-53
[80] A. Shahkaramia, M. Delforouzib, H. Salari,Study of the compression and tension factors of safety with a 3D FEM model for an arch dam and rock foundation: a case study of the Karun III Arch Dam in Iran International Journal of Rock Mechanics & Mining Sciences, 41 (2004), 479
[81]王泳嘉.边界元法在岩石力学中的应用.岩石力学与工程学报,1986,5(2)
[82]杜庆华等.边界积分方程----边界元方法:力学基础与工程应用.北京:高等教育出版社, 1989
[83] Brebbia C. A., Telles J. C. F., Wrobel L.C.. Boundary Element Techniques. Springer-Verlag, 1984
[84] Steward I.J., Brown E.T. A Static Relaxation Method for the Analysis of Excavation in Discontinuous Rock. In: Design and Performance of Underground Excavation. Cambridge, 1984, 149-155
[85] Nayroles B. , Touzot G. and Villon P. , Generalizing the finite element method: diffuse approximation and diffuse elements, Comput. Mech. , 1992, 10, 307-318
[86]寇晓东,周维垣,杨若琼.三维快速拉各朗日法进行小湾拱坝稳定分析.水利学报,2000,9
[87] Cundall P.A. A Computer Method for Simulation Progressive Large Scale Movement in Blocky Rock System. In: Proc. Symp. Rock Fracture(ISRM). Nancy, 1971, Paper II-8
[88] Belytschko T. , Lu Y.Y. and Gu L. , Element-free Galerkin Methods, Int. J. for Num. Methods in Engrg. , 1994, 37, 229-256
[89] Lu Y.Y. , Belytschko T. and Gu L., A New implementation of the element-free Galerkin method, Comput. Methods Appl. Mech. Engrg. , 1994, 113, 397-414
[90]周维垣,寇晓东,无单元法及其工程应用,力学学报,1998,30(2):193-201
[91]寇晓东,周维垣.(2000)应用无单元法近似计算拱坝开裂。水利学报,10:28～35
[92]卓家寿,章青(2000).不连续介质力学问题的界面元法.北京:科学出版社。
[93] Shi Gen-hua, Goodman R.E., Generalization of Two-dimensional Discontinuous Deformation Analysis for Forward Modelling. Int. J. for Num. and Analy. Methods in Geomech., 1989, 13: 359～380
[94] Shi Gen-hua, Numerical Manifold Method. In: Yuzo Ohnishi, eds. Proc. of ICADD-2, The Second International Conference on Analysis of Discontinuous Deformation. Kyoto, Japan, 1997,1～35
[95] Zhou Weiyuan, Yang Qiang, Kou Xiaodong. Manifold Method and Its Application to Engineering. In: Yuzo Ohnishi, eds. Proc. of ICADD-2, The Second International Conference on Analysis of Discontinuous Deformation. Kyoto, Japan, 1997, 274～281
[96]水利水电科学研究院,南京水利科学研究院,水工模型试验(第二版),水利水电出版社,1985
[97] Emanuele Fumagalli,大坝基础的地质力学模型,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[98] ZlatkKo Langof ,不连续介质中隧洞的模型试验和量测方法,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[99] Antonio Fereira da Silveira等,高密度低强度的地质力学模型材料,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[100] W.Schober, B.Lachinger,有内部防渗墙的坝承载性能的模型试验研究,国际岩石力学学会(ISRM)—地质力学模型国际讨论会论文集,意大利贝加莫,1979
[101] R.E.Heuer, A.J.Hendron,Jr, Geomechanical model study of the behavior of underground openings in rock subjected to static loads(Report 2)—Tests on unlined openings in intact rock. AD report,USA,1971
[102]周维垣,杨若琼,古城拱坝模型试验研究,清华科学报告, 1975
[103]张光斗,周维垣,杨若琼等.二滩水电站双曲拱坝右坝肩稳定性的地质力学模型试验研究[R].北京:清华大学,1983
[104]周维垣,杨若琼,抛物线型拱坝坝肩断裂破坏试验研究,水利学报,1986
[105]周维垣,杨若琼,罗光福,东风水电站双曲拱坝整体有限元分析及模型试验[A],第二次全国岩石力学与工程学术会议论文集[C],北京知识出版社,30～43, 1989
[106]周维垣,铜头双曲拱坝整体稳定分析,第八届国际岩石力学大会文集,东京, 1995.10
[107]周维垣,杨若琼,林鹏等,锦屏一级水电站天然地基拱坝及坝肩整体地质力学模型试验,清华大学水利系2002
[108]周维垣,杨若琼,林鹏等,溪洛渡拱坝三维地质力学模型试验,清华大学水利系,2004
[109] R. K. Wang P. Lin W.Y. Zhou R.Q.Yang,Experimental Study on Cracking and Whole Stability of Xiluodu Arch Dam ,Key engineering material,Vols, 353-358, 2565-2568,2007
[110]姜小兰,操建国,孙绍文,构皮滩双曲拱坝整体稳定地质力学模型试验研究,长江科学院院报,19(6),21-24,2002
[111]姜小兰,操建国,江口双曲拱坝整体稳定地质力学模型试验研究[J],人民长江,32(3):28～30 ,2001
[112]张林,陈建康,张立勇等,溪洛渡高拱坝坝肩稳定三维地质力学模型试验分析,第八次全国岩石力学与工程学术大会论文集,946～950,2004
[113]张林,马衍泉,胡成秋,高边坡稳定的三维地质力学模型试验研究,水电站设计,10(3),39-50,1994
[114]李天斌,拱坝坝肩稳定性的地质力学模拟研究,岩石力学与工程学报, 23(6), 1670-1676, 2004
[115] Foundations for dams, Asilomar conference grounds pacific grove, CaliforniaMarch17-21,1974,American Society of civil Engineers, New York
[116]任青文,钱向东,赵引,傅树红,高拱坝沿建基面抗滑稳定性的分析方法研究,水利学报,2002,2,1~7
[117]任青文;钱向东;赵引;王柏乐,高拱坝沿建基面的破坏和安全度研究,水力发电,2002,10～14
[118]洪永文,李玲云,小湾拱坝建基面抗滑稳定分析,云南水利发电,1997,2,65-68
[119]周维垣,杨若琼,杨强等,小湾拱坝浅层抗剪及加固研究,清华大学水利系研究报告,2006
[120] Baustadter K., Widmann R. (1985) The behavior of the Kolnbrein arch dam. I-COLD, Lausane, Q.57-R.37
[121]李术才,朱维申,加锚节理岩体断裂损伤模型及其应用,水利学报,1998,8:52-56
[122]张强勇,李术才等,裂隙岩体加索支护模型及其工程应用,岩土力学, 2004,25(9): 1465-1468
[123]葛修润,刘建武.加锚节理面抗剪性能研究[J].岩土工程学报,1988,10(1):8～19
[124]杨强,薛利军,王仁坤,赵文光.岩体变形加固理论及非平衡态弹塑性力学.岩石力学与工程学报,2005,24:3704-3712.
[125] Yoshinaka R. Evaluation of bolt reinforcement in discontinuous rocks, In:Proc. of IRSM 8th Congress on Rock Mech.,1995, 249～252
[126] Jarred D J J,Haberfield C M. Tenden/grout interface performance in grouted anchors, In : Grouted Anchorages and Anchored Structures, London:Thomas Telford, 1997
[127] Aydan O. Shear reinforcement effect of rock bolts in discontinuous rock mass, In: Rock Support in Mining and Underground Construction. Rotterdam:A. A. Balkeman, 1992, 480～490
[128] Ferrero A M. The shear strength of reinforced rock joints, Int. J.Rock Mech. Min. & Geo. Abstr.,1995, 32(6): 590～600
[129]王仁坤,林鹏,周维垣,复杂地基上高拱坝开裂与稳定研究,岩石力学与工程学报,2007,26(10):1951-1958
[130]杨庆,娄峰,栾茂田,岩体断裂面分维数测量精度的改进方法,岩石力学与工程学报, 2003, (02)
[131]谢和平,周宏伟.基于分形理论的岩石节理力学行为研究,中国科学基金,1998, (04)
[132]颜震威.鲁布革水电站设计优化.水力发电, 1997, (01)
[133]董学晟,田野,邬爱清,水工岩石力学,中国水利水电出版社,2004
[134]孙广忠,岩体力学基础,北京,科学出版社,1983
[135]拱坝坝基浅层抗剪安全性及工程措施专题报告,中国水电顾问集团昆明勘测设计研究院,2006.12
[136] Bobet, A. and Einstein, H.H., Fracture Coalescence in Rock-type Material under Uniaxial and Biaxial Compression, Int. J. Rock Mech. Min. Sci., 35(7), 836-888, 1998
[137]溪洛渡水电站岩体力学特性及取值研究,国家电力公司成都勘测设计研究院,2001
[138] Snow D.T., The frequency and apertures of fractures in rock, inter. J. Rock Mech. Min. Sci. and Geomech. Abstr., 1970, 7: 23-40
[139]潘别桐,井兰如,岩体结构概率模型模拟和应用,岩石力学新进展,1989,55-79
[140] Hudson,J. A., Practical Rock Engineering, Principal of rock engineering consultants, 9, HK Polytechnic University, 2001
[141] Kawamoto T.,Ichikawa Y.and Kyoya T.,Deformation and fracturing behaviour of discontinuous rock mass and damage mechnis theory. Int.J.Numerical and Analysis Methods in geomech.,12,pp1-30,1988
[142] Oda M.T. et al.,Crack tensor and its relationship to anisotropy of longitunal wave velocity in jointed rock masses. Int.J.rock Mech.&Min.sci., V23,1986.
[143] Horii, H. and Nemat-Nasser,S., Compression-induced microcrack growth in brittle solids: axial splitting and shear failure, Journal of Geophysical Research, 90(B4), 3105-3125, 1985a
[144] Horii, H. and Nemat-Nasser, S., Brittle failure in Compression: splitting and brittle-ductile transition Philosophical Transactions of the Royal Society of London, Series A, 319, 337-374, 1986
[145] Nemat-Nasser, S. and Horii, H., Compression-induced nonlinear crack extension with application to splitting, exfoliation, and rockburst. J. Geophys. Res., 87,B8, 6805-6821, 1982
[146] Nemat-Nasser, S. and Obata, M.M., A microcrack model of dilatancy in brittle material, Journal of applied mechanics, 55, 24-35, 1988
[147] Rudnicki J W. A class of elastic-plastic constitutive laws for brittle rock. Journal of Rheology, 1984, 28(6): 759-778
[148] Rudnicki J W and Holcomb D J. Inelastic constitutive properties and shear localization in Tennessee marble" (with), International Journal for Numerical and Analytical Methods in Geomechanics, 2001, 25: 109-129
[149]夏蒙棼,韩闻生,柯孚久,白以龙,统计细观损伤力学和损伤演化诱致突变(I),力学进展,25(2),145-173,1995
[150]夏蒙棼,韩闻生,柯孚久,白以龙,统计细观损伤力学和损伤演化诱致突变(II),力学进展, 25(2):145-170, 1995
[151]郑颖人,沈珠江,龚晓南.岩土塑性力学原理.北京:中国建筑工业出版社, 2002
[152]黄克智,黄永刚,固体本构关系,1999,北京:清华大学出版社
[153]余寿文,冯西桥.损伤力学.北京:清华大学出版社, 1997
[154]杨卫,细观力学和细观损伤力学,力学进展,1999,22(1),1-9
[155]邢修三,损伤和断裂的统一,力学学报,1991,23(1),123-126
[156]杨延毅.节理裂隙岩体损伤-断裂力学模型及其在岩体工程中的应用. [博士学位论文].北京:清华大学水利系, 1990
[157] Hoek E.and Brown E.T., Empirical Strength criterion for rock masses. J.Geotech.Eng.Div.ASCE,1980 106,1013-1035
[158] Salamon M.D.G,Elastic Moduli of a Strartified Rock Mass. Int.J.Rock Mech.NMin.Sci.,v.5,1968.
[159] Gerrard C.M.,Elastic Models of rock Masses Having One, Two and Three Sets of Joints. Int.J.Rock Mech.&Min.sci.,v19,1982.
[160] Desroches J. and Cornet F., Channeling and Stiffnessffects on Fluid Percolation in Jointed Rocks,in Jointed Rock (N. Baton ed.), Balkema, Rotterdam, 1990.
[161] Eshelby J.D., The determination of the elastic field of an ellipsoidal inclusion and related problems., Proc.R.Soc.Lond.Ser.A.241.pp376-396.
[162] Mura T., Micromechanics of Defects in Solids. Mareinus Nujoff,Boston,1987.
[163]邵国建;卓家寿;章青,岩体稳定性分析与评判准则研究,岩石力学与工程学报,2003,5,691-696
[164]卓家寿,邵国建,陈振雷.工程稳定问题中确定滑坍面、滑向与安全度的干扰能量法,水利学报, 1997, (08) ,80-84
[165]赵进勇;章青;邵国建;卓家寿,用干扰能量法模拟边坡失稳过程,岩土工程学报,2002,24(3),367-370
[166]潘家铮,陈式慧,关于高拱坝建设中若干问题的探讨[J]科技导报,1997, (02)
[167]潘家铮,拱坝的危险[J],知识就是力量, 2003, (05)
[168]陈祖煜(1998).潘家铮最大最小原理的证明,清华大学学报,第1期,6-13.
[169] Lubliner, J. Plasticity Theory. 1990, Macmillan Publishing Company, New York
[170]中华人民共和国电力行业标准DL/T 5195-2004:《水工隧洞设计规范》,主编单位:成都勘测设计研究院,北京,中国电力出版社,2004
[171]朱伯芳,等.拱坝应力分析及ADAS程度.计算技术与计算机应用,1988,(17).
[172]杨海霞,杜成斌,王德信,拱坝非线性开裂分析的分载位移法,水力发电,1997(7),19-22
[173]钱向东,基于有限元等效应力法的拱坝强度设计准则探讨,河海大学学报(自然科学版),2003,31(3),318-320
[174]朱伯芳.拱坝的有限元等效应力及复杂应力下的强度储备[J].水利水电技术, 2005,(01) .
[175]肖伟荣;苏志敏;唐涛,有限元等效应力法在拱坝设计中的应用,云南水力发电,2005,21(1),36-39
[176] Mehdi Ben Ftima and Pierre Léger, Seismic stability of cracked concrete dams using rigid block models, Computers & Structures, 2006, 84(28), 1802-1814
[177] Jian-Hai Zhang, Jiang-Da He and Jing-Wei Fan, Static and dynamic stability assessment of slopes or dam foundations using a rigid body–spring element method, International Journal of Rock Mechanics and Mining Sciences, 2001, 38( 8), 1081-1090
[178]饶宏玲.拱坝拱座稳定的刚体极限平衡法的分项系数分析[J].水电站设计,2005,(03)
[179]曾兼权.应用刚体极限平衡法进行拱坝拱座稳定分析的改进初探[J],水利水电技术, 1985,(10)
[180]卓家寿,赵宁.不连续介质静、动力分析的刚体-弹簧元法[J],河海大学学报(自然科学版) , 1993,(05)
[181]周维垣,林鹏,杨若琼,杨强,拱坝整体地质力学模型试验,中国电力出版社,2008
[182]周维垣主编,高等岩石力学,水利电力出版社,1990年第一版
[183]张文彤,董伟,SPSS统计分析高级教程,2004,高等教育出版社
[184]封建湖,数值分析(淸华.第四版),2006,西北工业大学出版社
[185]金沙江溪洛渡水电站可行性研究报告,中国水电工程顾问集团成都勘测设计研究院,2001,12
[186]金沙江溪洛渡水电站混凝土拱坝优化设计报告,中国水电工程顾问集团成都勘测设计研究院,2005,11