用户名: 密码: 验证码:
玄武岩层内错动带发育特征及对岩体影响和作用
详细信息    本馆镜像全文|  推荐本文 |  |   获取CNKI官网全文
摘要
基于地球系统科学和地质环境动态演化原理,依据大量现场实测资料,采用多种方法,分析了白鹤滩水电站坝址区玄武岩体内层内错动带的发育特征、结构性状和空间分布规律,探讨了LC成因机理和发育模式,研究了LC对坝址区岩体的影响和作用,为岩体力学研究和工程设计施工提供参考依据。论文主要研究了以下内容。
     (1)对现场地形地貌、水文地质条件和地层岩性等进行详细调研,坝区层内错动带发育特征受工程地质环境的影响。(2)通过对坝区61个勘探平硐、钻孔、场地测量、现场试验和测试等对LC及其他软弱结构面的精测,并应用结构面网络模拟技术分析LC的发育和岩体结构特征。结果表明坝区结构面左岸较右岸发育,倾向以SE组最为发育且迹长较长;LC具有明显的物质分带性,起伏度较大,整体近似平行。(3)依据LC发育特征和岩体结构性状的研究,应用地质学和岩石力学理论,分析LC的发育模式。坝区LC发育主要有平行、共轭、羽状和扫帚状四种。(4)据发育模式和区域工程地质环境及演化特征的研究,结合数值计算方法,探讨LC成因机理和发育过程。LC的发育主要受河流下切和构造运动作用的影响,河流不同下切阶段,对应LC的发育特征和发育模式也不相同。(5)运用结构面网络模拟技术,依据现场试验和测试数据,分析不同发育特征的LC对岩体力学性质的影响。研究表明岩体强度与LC的剪切夹角和间距成正比,与迹长成反比,且LC及LC附近岩体的变形模量和波速较小。(6)运用块体理论和赤平极射投影原理,分析坝区范围内块体组合模式,并根据刚体极限平衡理论对坝区斜坡、坝肩坡体和可能失稳块体进行评价。LC对岩体的作用主要表现为岩体稳定性的控制性作用,该坝区由LC及其它软弱结构面组成块体及坡体基本处于稳定状态。
Based on the earth system science and dynamic evolution theory of the geological environment,the paper uses kinds of methods to analyze the development characteristics, spatial distribution and structure properties of intraformational faulted zones which locate in basalts,hydropower station of Baihetan,to explore the forming reasons and mechanism of LC, and to study the influence to rock mass in scope of the dam,according to lots of field measured data.The research result offers reference basis for study of rock mass mechanics and engineering design.The main contents are following.
     (1) The terrain landform,hydrology geology conditions and stratum lithology are investigated in detail,which shows that it has great influence of engineering geological environments to the develepment of intraformational faulted zones.(2) The paper tests the intraformational faulted zones and other weak structural planes by 61 prospect tunnels, drilling,surface measuring,filed experiments,and then uses discontinuity network simulation to analyze the development of LC and the rockmass structural characters.The ruesults suggest that the structural planes are grower on the left side than the right,and the most growest tendency is group SE and the trace is relative long.And it has obvious zoning on substances, lagerer undulation,approximate parallel in whole of LC.(3) Apply the theory of geology and rock mechanics,the paper analyzes the development pattern according to the study of development and structural characters of LC.There are four main patters as parallel, conjugate,plumose and broom shape by the results.(4) The numerical calculation is used to study the forming mechanism and development process according to the research of development patterns and regional geological environments of engineering and its evolution. The development of LC is mainly affected by river incision and tectonic movement.With different stadges,there are different development characters and patterns.(5) According to the data of field experiments and testing,using discontinuity network simulation,the paper analyzes what influence the different development characters have to rock mechanics properties.The rock mass strength is proportional to the shear angle and distence,inversely proportional to the length,and the deformation modulus and wave velocities are smaller of LC and their nearby rocks.
引文
[1]张卓元,王士天,王兰生.工程地质分析原理[M].北京:地质出版社,1994.
    [2]陈祖煜.岩质边坡稳定分析[M].北京:中国水利水电出版社,2005.
    [3]孙广忠,姚宝魁等.中国滑坡地质灾害及其研究.中国典型滑坡[M].北京:科学出版社,1988,1-12.
    [4]王世梅,蔡德所,杨耀.清江水布垭电站坝后重大滑坡稳定性研究[J].武汉水利电力大学学报,2000,22(3):209-212.
    [5]潘家铮,王思敬,许百立等.中国水利水电技术发展与成就[M].北京:中国电力出版社,1997.
    [6]孙广忠.地质工程理论与实践[M].北京:地震出版社,1996.
    [7]项伟.地应力对坝基岩体抗滑稳定的效应[J].中国地质大学学报,1987,1.
    [8]黄润秋,许模,陈剑平等.复杂岩体结构精细描述及其工程应用[M].北京:科学出版社,2003.
    [9]孙广忠.岩体结构力学[M].北京:科学出版社,1988.
    [10]聂德新,杨建宏,崔长武等.岩体结构、岩体质量及可利用性研究[M].北京:地质出版社,2008.
    [11]韩爱果.坝基岩体质量量化分级及图形展示[D].成都:成都理工大学,2002.
    [12]沈军辉,王兰生,徐林生,等.峨眉山玄武岩的岩相与岩体结构[J].水文地质工程地质,2001,6:1-4.
    [13]张春芳.金沙江白鹤滩水电站柱状节理玄武岩岩体结构及质量分级研究[D].成都:成都理工大学,2008.
    [14]覃礼貌.溪洛渡水电站坝区错动带构造特征及其工程意义[D].成都:成都理工大学,2003.
    [15]魏云杰.中国西南水电工程区峨眉山玄武岩岩体结构特性及其工程应用研究[D].成都:成都理工大学,2007.
    [16]韩爱果,聂德新,孙冠平.岩体结构研究中结构面间距取值方法探讨[J].岩石力学与工程学报,2003,22(增2):2575-2577.
    [17]韩爱果,聂德新.岩体结构研究中统计区间长度的确定[J].地球科学进展,2004,19(增):296-299.
    [18]沈军辉,王兰生,李天斌,等.岩体结构的构造改造及其工程意义[J].矿物岩石,1998,18(增):89-93.
    [19]王奖臻,黄润秋,许模.金沙江下游白鹤滩水电站岩体结构的建造特征[J].地球科学进展,2004,19(增):66-69.
    [20]王毅,杨建宏.玄武岩的岩体结构与力学性状研究[J].岩石力学与工程学报,2002,21(9):1307-1310.
    [21]陈正峰,聂德新,王维早.绿帘石石英错动带空间展布与力学特征分析[J].山西建筑,2007,33(8):13-14.
    [22]Cruden D M.Describing the Size of Discontinuities.Int.J.of Rock Mechanics and Ming Science,1977,14(3):133-137.
    [23]Deere D U.Technical Description of Rock for Engineering Purposes.Rock Mech.Eng.Geol,1964,1.
    [24]Hudson J A,Priest S D.Discontinutiy Frequency in Rock Masses.Int.J.Rock Mech.Sci.&Geomech.Abstr,1983,20(2):73-89.
    [25]Kulatilake P H S W,Wu T H.Estimation of Mean Lengh of Discontinuties.Rock Mech.Rock Eng,1984,17.
    [26]Baecher G B,Lanney N A.Statistical Description of Rock Properties and Sampling.Proceedings,18thU.S.Symp.on Rock Mech.Colorado,1977.
    [27]Bandis B Cet al.Fundamentals of Rock Joint.Int.J.Rock Mech.Sci.&Geomech,Abstr.1983,20(6):203-212.
    [28]周维垣.高等岩石力学[M].北京:水利电力出版社出版,1990.
    [29]王思敬.坝基岩体工程地质力学分析[M].北京:科学出版社,1990.
    [30]孔祥辉.结构面表面形态与力学性质相关性研究[D].武汉:长江科学院,2008.
    [31]冯夏庭,林韵梅.岩石力学与工程专家系统[M].沈阳:辽宁科学技术出版社,1993.
    [32]Barton N and Choubey V.The Streng of Rork Joints in Engieering Practice.Rock Mechanics,1997,10.
    [33]Barton N.A Relationship Between Joint Roughnees and Joint Shear Strength.Rock Fracture,Proe.Int.Symp.Rock Mech Nancy,1971.
    [34]Barton N.Review of New Shear Strength Criterion for Rock Joints.Engineering Geology,1973,7.
    [35]Bieniawski Z T.Determining Rock Mass Deformability.Int.J.Rock.Min.Sci,1978.
    [36]Bridges M D.Presentation of Fracture Data for Rock Mechanics.Proceedings 2nd Australian-New Zealand Conf.On Geomech,1976.
    [37]Dragon A and Mroz Z.A Model for Plastic Creep of Rck-like Materals Accounting for the Kinetics of Fracture.Int.J.Rock Meck.Min Sci.& Geomech,Abstr,1979,16(2).
    [38]Dudly R M,Perkins P C and Gine M E.Statistical Tests for Perfered Orientation.Jour.Geology,1975,83(6).
    [39]Flinn D.On Tests of Significance of Preferred Orientation in Three-Dimensionl Fabric Diagrams.Joul.Geology,1958,66(5).
    [40]Glynn E G,Veneziano D.Probalistic Model for Shearing Resistance of Jointed Rock.Proceedings,19~(th) U.S.Symp.on Rock Mech,1978.
    [41]Googman R E.Introuction to Rock Mechanics,Wiley,New York,1989.
    [42]Hoek E,Brown E T.Empirical Strength Criterion fo Rock Masses.J Geotech.Engng,1980.
    [43]Amusin B Z.Mechanical Characteristics of Rock in Place in Analytical Calculations on Rock Pressure Phenomena in Workings.Sov.Min.Sci.1979,15.
    [44]周志东,苏生瑞.玄武岩中石英绿帘石型层内错动带成因初探[J].四川水力发电,1999,18(1):75-77.
    [45]潘春芳,曹凯.白鹤滩坝区错动带的演化特征研究[J].中国科技论文在线.
    [46]吴琦,黄润秋,裴钻,等.西南某坝区结构面成因机理及其工程地质意义[J].水文地质工程地质,2008,2:40-44.
    [47]金军,杨坤光.金沙江白鹤滩水电站坝址区断层变形特点及成因分析[J].地质科技情报,2007,26(9):17-22.
    [48]陶连金,常春,黄润秋等.深切河谷岩体结构的表生改造[J].成都理工学院学报,2000,27(4):383-387.
    [49]王兰生,李文纲,孙云志.岩体卸荷与水电工程[J].工程地质学报,2008,16(2):145-154.
    [50]沈军辉,王兰生,李天斌,等.溪洛渡水电站坝区岩体的浅表生改造[J].重庆大学学报,2003,26(1):83-86.
    [51]薛守义,刘汉东.岩体工程学科性质透视[M].郑州:黄河水利出版社,2002.
    [52]曾佐勋,樊光明.构造地质学[M].武汉:中国地质大学出版社,2008.
    [53]崔杰,王兰生,徐进,等.深切河谷岸坡大型堆积体成因及稳定性研究[J].灾害学,2007,22(2):46-50.
    [54]靳晓光,刘新荣,王兰生,等.某卸荷拉裂岸坡发展趋势三维有限分析[J].地下空间,2004,24(4):445-448.
    [55]周志芳,王锦国.金沙江溪洛渡水电站环境水文地质综合评价[J].高校地质学报,2002,8(2):227-235.
    [56]程尊兰,朱平一,刘雷激.金沙江下游地区水文特征[J].山地研究,1997,15(3):201-204.
    [57]张云湘,洛耀南,杨崇喜等.攀西裂谷[M].北京:地质出版社,1988.
    [58]杨达源,韩志勇,葛兆帅,等.金沙江石鼓-宜宾河段的贯通与深切地貌过程的研究[J].第四纪研究,2008,28(4):564-568.
    [59]许向宁,黄润秋.金沙江水电工程区(宜宾-白鹤滩段)岸坡变形破坏特征及其与赋存环境的相关性[J].地球科学进展,2004,19(增):211-216.
    [60]董秀军,黄润秋.三维激光扫描技术在高陡边坡地质调查中的应用[J].岩石力学与工程学报,2006,25(增):3629-3635.
    [61]孙瑜,严明,覃秀玲.HDS4500三维激光扫描仪的地质工程应用[J].河北工程大学学报,2008,25(4).
    [62]李永颐,李斌山,陆成.遥感地质学[M].重庆:重庆大学出版社,1990.
    [63]地质部书刊编辑室.遥感地质应用文集[C].北京:地质出版社,1981.
    [64]张发明,汪小刚,贾志欣,陈祖煜.三维结构面连通率的随机模拟计算[J].岩石力学与工程学报,2004,23(9):1486-1490.
    [65]张发明,汪小刚,贾志欣,等.3D裂隙网络随机模拟及其工程应用研究[J].现代地质,2002,16(1):100-103.
    [66]张勇,聂德新,张斌.基于裂隙网络模拟的岩质边坡潜在滑面搜索方法[J].水土保持研究,2006,13(3):83-84.
    [67]陈剑平.岩体随机不连续面三维网络数值模拟技术[J].岩体工程学报,2001,23(4):397-402.
    [68]陈剑平,王清,肖树芳.岩体裂隙网络分数维计算机模拟[J].工程地质学报,1995,3(3):79-85.
    [69]Ang,A.and Tang,V.H.Probability concepts in engineering design.John Wiley and Son,1975.
    [70]Barton,C.M.Analysis of joint traces.Proc.19~(th) U.S.Symp-on RockMech.(Navada,1978).Vol.1.1988,38-41.
    [71]Barton,C.M.Review of a new shear strength criterion for rock joints.Engineering Geology,Amsterdam:Elsevier,1973.
    [72]Hoke,E.and Bray,J.rock Slope Engineering.London:The Institute of Mining and metallurgy,1977.
    [73]Priest,S.D.and Hudson,J.A.Discontinuity spacings in rock.Inter.J.Rock Mech.Min.Sci.and Geomech.Abstr.1976,13:135-139.
    [74]Bingham C.Distributions on the sphere and on the projective plan.[Ph D Dissertation]Yale University,1946.
    [75]Shanley R J,Mathtab M A.Delineation and analysis of clusters in orientation data.Mathematical Grology.1976,8(1).
    [76]谷德振.岩体工程地质力学基础[M].北京:科学出版社,1983.
    [77]王亮清,唐辉明,刘佑荣,等.VJC-RMR法在岩体变形模量确定中的应用[J].岩土力学,2004,25(5):811-813.
    [78]吴兴春,王思敬,丁恩保.岩体变形模量随深度的变化关系[J].岩石力学与工程学报,1998,17(5):487-492.
    [79]钟世英,徐卫亚,郑文堂微结构张量改进的强度准则在白鹤滩水电站柱状理各向异性分析中的应用[J].中国科技论文在线.
    [80]石安池,唐鸣发,周其健.金沙江白鹤滩水电站柱状节理玄武岩岩体变形特性研究[J].岩石力学与工程学报,2008,27(10):2079-2086.
    [81]Barton N and Bandis.Review of Preditive Capabilities of JRC-JCS Model in Engineering Practice.Rock Joints,1990.
    [82]中华人民共和国水利部.水利水电工程地质勘察规范(GB50287-99)[S].北京:中国计划出版社,1999.
    [83]刘高,韩文峰,李雪峰.金川矿山围岩动态演化及其力学参数研究[J].岩石力学与工程学报,2003,22(增2):2588-2594.
    [84]李治广,董兆祥.结构面抗剪强度参数对岩质边坡稳定的影响[J].工程地质学报,2007,15(2):217-221.
    [85]詹志雄.赤平极射投影分析和楔形体稳定计算[J].铁道勘察,2005,4.
    [86]王海斌,李永盛.赤平投影的程序化方法与实现[J].岩土工程技术,2004,18(2):68-71.
    [87]程江涛,晏鄂川,尹锡杰,等.基于赤平投影的岩质边坡稳定性分析及其程序化实现[J].四川大学学报.2007,39(增刊):25-30.
    [88]张飞,刘树新,郭月红.岩体结构面赤平极射投影极点图的分形研究[J].有色金属,2002,54(5):21-23.
    [89]徐春才.用AutoCAD绘制赤平投影图软件[J].工程地质计算机应用,1996,3:13-19.
    [90]陈祖煜.土质边坡稳定分析[M].北京:中国水利水电出版社,2003.
    [91]张奇华.多滑面块体的分块极限平衡分析法[J].岩石力学与工程学报,2007,26(8):1625-1632.
    [92]张发明,陈祖煜,弥宏亮.三维极限平衡理论及其在块体稳定分析中的应用[J].水文地质工程地质,2002,4:33-35.
    [93]张发明,陈祖煜,弥宏亮.三维极限平衡理论及其在块体稳定分析中的应用[J].水文地质工程地质,2002,4:33-35.
    [94]林峰,黄润秋.边坡稳定性极限平衡条分法的探讨[J].地质灾害与环境保护,1997,8(4):9-13.
    [95]张发明,陈祖煜,弥宏亮.深开挖岩石边坡三维随机楔体的稳定性分析[J].西安工程学院学报,2002,24(2):13-16.
    [96]陈祖煜.关于“边坡稳定性的三维极限平衡分析方法及应用”的讨论[J].岩土工程学报,2001,23(1):127-129.
    [97]弥宏亮,陈祖煜,张发明,等.边坡稳定三维极限分析方法及工程应用[J].岩土力学,2002,23(5):649-653.
    [98]张发明,陈祖煜,弥宏亮.滑坡体稳定性评价的三维极限平衡方法及应用[J].地质灾害与环境保护,2002,13(2):55-58.
    [99]陈祖煜,弥宏亮,汪小刚.边坡稳定三维分析的极限平衡方法[J].岩土工程学报,2001,23(5):525-529.
    [100]陈祖煜,汪小刚,邢义川,等.边坡稳定分析最大原理的理论分析和试验验证[J].岩土工程学报,2005,27(5):495-499.
    [101]杜建成,黄大寿,胡定.边坡稳定的三维极限平衡分析法[J].四川大学学报,2001,33(4):9-12.
    [102]卢萌盟,曾宪桃.边坡稳定的三维极限平衡分析法及工程应用[J].岩土工程,2004,24(5):77-78.
    [103]冯树仁,丰定祥,葛修润,等.边坡稳定性的三维极限平衡分析方法及应用[J].岩土工程学报,1999,21(6):657-661.
    [104]曾进群,刘东燕,严春风.边坡稳定性三维极限平衡分析的新探讨及其应用[J].地下空间,2001,21(4):332-340.
    [105]吴余生,陈胜宏.边坡稳定极限平衡分析软件研究[J].水力发电学报,2005,24(6):35-39.
    [106]徐洪.基于极限平衡的边坡稳定可靠性研究[D].沈阳:辽宁工程技术大学,2004.
    [107]Bishop,A.W.The use of slip circle in the stability analysis of slopes.Geotechnique.1955,1(1):7-17.
    [108]Donald,I.and Chen,Z.Slop stability analysis by an upper bound plasticity method.Canadian Geotechnical Journal.1997,34(11):853-862.
    [109]Hoek,E.General two-dimensional slope stability analysis.Proceedings of Analytical and Computational Methods in Engineering Rock Mechanics.London.1987.
    [110]龚晓南,史美东.滑移线场数值解.土工计算机分析[M].中国建筑工业出版社,2000.
    [111]任克峰,侯立平,蒋世强.边坡极限平衡面的求解与应用[J].科学技术与工程,2009,9(1):168-195.
    [112]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.
    [113]余先华,聂德新.岩质边坡确定性块体稳定性的研究[J].水土保持研究,2007,14(3):180-185.
    [114]郭建峰,傅鹤林,周宁.块体理论在潜在崩塌体稳定性分析中的应用[J].中国地质灾害与防治学报,2006,17(3):14-17.
    [115]孙树林,易小兵.块体理论在岩质边坡设计中的应用介绍[J].人民珠江,1999,(3)29-31.
    [116]高正.块体理论在岩质边坡稳定分析中的应用研究[D].西安:长安大学,2005.
    [117]刘锦华.块体理论在工程岩体稳定分析中的应用[M].北京:水利水电出版社出版,1988.
    [118]张培文,陈祖煜.剪胀角对求解边坡稳定的安全系数的影响[J].岩土力学,2004,25(11):1757-1760.
    [119]贾志欣,汪小刚,陈祖煜.小湾水电站厂房进水口高边坡稳定性研究[J].云南水力发电,2000,16(1):17-21.
    [120]王睿,李天斌,赵其华.金沙江溪洛渡水电站拱肩槽工程边坡块体稳定性评价[J].地质灾害与环境保护,2003,14(1):66-70.
    [121]许向宁,黄润秋.金沙江下游宜宾-白鹤滩段岸坡稳定性评价与预测[J].水文地质工程地质,2006,(1):31-36.
    [122]徐志文,许向宁,黄润秋.金沙江宜宾-白鹤滩段岸坡类型与稳定性[J].重庆大学学报,2006,29(7):128-133.
    [123]王卫,李天斌,王兰生.溪洛渡水电站拱肩槽高边坡稳定性的三维有限元分析[J].成都理工大学学报,2004,31(5):527-530.
    [124]魏云杰.金沙江白鹤滩水电站岩体结构及其对坝肩抗滑稳定性的控制作用[D].成都:成都理工大学,2004.
    [125]周明君,张建海,赵文光,等.层间层内错动带对溪洛渡高拱坝坝肩(基)稳定性的影响研究[J].水电站设计,2005,21(1):26-30.
    [126]余鹏程.澜沧江苗尾水电站坝址区岩体倾倒变形特征及坝肩岩体稳定性分析[D].成都:成都理工大学,2007.
    [127]尹晋忠.双曲拱坝坝肩岩体抗滑稳定性分析[J].山西水利,2003,(4):32-33.
    [128]柴军瑞.高拱坝坝肩岩体动力稳定性分析综述[J].辽宁工程技术大学学报,2001,20(4):502-504.
    [129]周明君,张建海,赵文光,等.层间层内错动带对溪洛渡高拱坝坝肩(基)稳定性的影响研究[J].水电站设计,2005,21(1):26-30.
    [130]Hoek,E.Strength of jounted rock mass.Geotechnique.1983,33(3):187-223.
    [131]Hudson,J.A.and Priest,S.D.Discontinuities and rock mass geometry.International Journal of Rock Mechanics and Mining Science.1979,16:339-362.
    [132]Hoke,E.Strngth of jointed rock masses rock messes,23rd Rankine Lecture.Geotechnique.1983,33(3):187-223.
    [133]Hoke,E.Strength of rock and rock masses.ISRM News Juornal.1994,2(2):4-16.
    [134]U.S.Army Crops of Engineers.Stability of slopes and foundations.Engineering Manual.Visckburg,1967.
    [135]Gaziev E G,Tiden E N.Robabilistic Approach to the study of Jointiong in Rock Masses.Bulletin of the Int.Assoc.of Engineering Geology.1979,20.
    [136]杨宝俊,王宝昌,张伯军.弹性波理论[M].长春:东北师范大学出版社出版,1990.
    [137]刘高,谌文武,梁收运,等.小观音坝址区岩体弹性波特征及其应用[J].岩石力学与工程学报,2003,22(2):2819-2823.
    [138]周喜德.岩体中弹性波速度及其应用研究[J].贵州水力发电,1999,13(2):10-13.
    [139]聂宏谦,孙传印,王意义.应用弹性波速度评价岩体稳定性理论与实践[J].勘查科学技术,1995,(3):57-60.

© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号

地址:北京市海淀区学院路29号 邮编:100083

电话:办公室:(+86 10)66554848;文献借阅、咨询服务、科技查新:66554700