矸石山边坡稳定性分析及治理研究
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摘要
由于煤矿的大量开采,在采煤和洗煤过程中会排放大量的固体废物—煤矸石。煤矸石弃置不用,不仅会占用大片土地,而且煤矸石中硫化物的逸出或浸出会污染大气、农田和水体。矸石山还会自燃发生火灾,在雨季容易发生崩塌,淤塞河流造成灾难性后果。矸石山边坡的存在很普遍,矸石山一旦发生滑坡,不仅威胁到附近居民的生命安全,也会对环境造成严重影响,因此对矸石山边坡的治理刻不容缓。
本文结合矸石山自身的特点,充分考虑矸石山在堆积过程中的各种不确定因素,用有限元法和可靠性分析方法分别计算其安全系数和可靠性,并求解出矸石山边坡的潜在滑裂面位置,在此基础上对矸石山边坡做出合理评价。
通过现场取样及室内试验,测出矸石山边坡的各种力学参数,结合矸石山的边坡的实际情况建立模型,并用数值模拟软件FLAC3d进行计算,求解相应的安全系数、滑裂面位置及相应的应力变化情况,把数值模拟的结果与有限元法和可靠性分析的方法进行对比分析,同时结合实际情况,制定合理可行的矸石山边坡治理方案。通过对治理效果的考察,可知该方法取得了良好的效果,具有重要的实际和学术意义。
Because of large amounts of Coal Mining, large quantity of solid waste (Coal Gangue) emitted from the process of Coal mining and Coal washing. Coal Gangue disposal will not only occupy large tracts of land but also pollute the enviroment, agricultural land and water.The Coal Gangue will also pose spontaneous combustion hazards, prone to collapse during the rainy season and choked the rivers with disastrous consequences. Coal gangue slope is widespread existed, if the Gangue Slope sliding it will cauce huge disaters. Therefore, take urgent measures to deal with Coal Gangue Slope is necessary. This paper combine with the characteristics of Coal Gangue itself, fully considering the uncertainties during the process of packing, Calculate the safety factor and reliability under finite element methods and reliability analysis methods. Solving the potential sliding surface of the slope, obtain reasonable evaluation of the Coal Gangue slope.
Through the field sampling and indoor test, get the relevant paremeters of the Coal Gangue Slope, combine with the actual situation of the Coal Gangue slope and then establish the Numerical Simulation Models, use Numerical Simulation software FLAC~(3d) solving the corresponding security coefficient, sliding surface and the corresponding stress position, compare the results of Numerical Simulation with the
Finite Element MethodS and the Methods of Reliability Analysis, combining with the actual conditions, formulate feasible scheme of Coal Gangue Slope. Through the investigation on the effect of governance, the methods has good effect and important practical and academic significance.
本文结合矸石山自身的特点,充分考虑矸石山在堆积过程中的各种不确定因素,用有限元法和可靠性分析方法分别计算其安全系数和可靠性,并求解出矸石山边坡的潜在滑裂面位置,在此基础上对矸石山边坡做出合理评价。
通过现场取样及室内试验,测出矸石山边坡的各种力学参数,结合矸石山的边坡的实际情况建立模型,并用数值模拟软件FLAC3d进行计算,求解相应的安全系数、滑裂面位置及相应的应力变化情况,把数值模拟的结果与有限元法和可靠性分析的方法进行对比分析,同时结合实际情况,制定合理可行的矸石山边坡治理方案。通过对治理效果的考察,可知该方法取得了良好的效果,具有重要的实际和学术意义。
Because of large amounts of Coal Mining, large quantity of solid waste (Coal Gangue) emitted from the process of Coal mining and Coal washing. Coal Gangue disposal will not only occupy large tracts of land but also pollute the enviroment, agricultural land and water.The Coal Gangue will also pose spontaneous combustion hazards, prone to collapse during the rainy season and choked the rivers with disastrous consequences. Coal gangue slope is widespread existed, if the Gangue Slope sliding it will cauce huge disaters. Therefore, take urgent measures to deal with Coal Gangue Slope is necessary. This paper combine with the characteristics of Coal Gangue itself, fully considering the uncertainties during the process of packing, Calculate the safety factor and reliability under finite element methods and reliability analysis methods. Solving the potential sliding surface of the slope, obtain reasonable evaluation of the Coal Gangue slope.
Through the field sampling and indoor test, get the relevant paremeters of the Coal Gangue Slope, combine with the actual situation of the Coal Gangue slope and then establish the Numerical Simulation Models, use Numerical Simulation software FLAC~(3d) solving the corresponding security coefficient, sliding surface and the corresponding stress position, compare the results of Numerical Simulation with the
Finite Element MethodS and the Methods of Reliability Analysis, combining with the actual conditions, formulate feasible scheme of Coal Gangue Slope. Through the investigation on the effect of governance, the methods has good effect and important practical and academic significance.
引文
[1]潘建平,黄润秋,许强.攀枝花露天矿排土场边坡稳定性的三位数值模拟研究[J].成都理工学院学报,2009.29(3).
[2]晏鄂川,刘汉超,唐辉明.滑带土动力学性质研究试验[J].工程地质学报,2003,11(3):3l8—322.
[3] Choi 0 Sung,Chung Sokeu1.Stability analysis of jointed rock slopes with the Barton Bandis constitutive model in UDECEJ].Rock Mech,2004,41(3):1.
[4]许强,黄润秋,程谦恭等.三峡泄滩滑坡滑带土特征研究[J].工程地质学报,2003, 11 (4): 354-359.
[5]李智毅,杨裕云.工程地质学概论[M].武汉:中国地质大学出版社,1994,74:121-126.
[6] Anson RWW,HawkinsA B.Analysis of a samp le containing a shear surface from a recent landslip,south cotswolds [J].Geotechnique,1999, 49 (1):33– 41.
[7]邓宇.滑坡稳定性评价方法的研究现状综述[J].山西建筑,2008 26-0129-02.
[8]刘祖典.黄土力学与工程[M].西安:陕西科学技术出版社,1997.
[9] C.I.Giasi,P.Masi,C.Cherubini Probabilistic and fuzzy re2 liability analysis of a sample slope near Aliano [ J ] . Engi2neering Geology ,2003 (67) :3912402.
[10] B. Kentli ,T. Topal Assessment of rock slope stability for a segment of the Ankara2Pozant1 mozant1 motorway , Tur2 key[J ] . Engineering Geology ,2004 (74) :73290.
[11] Paul McCombie ,Philip Wilkinson The use of the simple ge2 netic algorithm in finding the critical factor of safety in slope stability analysis [J] . Computers and Geotechnics ,2002 (29) :6992714.
[12]崔政权,李宁.边坡工程-理论与实践最新发展[M].北京:中国水利水电出版社,1999.
[13] Itasca Consulting Group.Universal distinct element code(version 4.0)user’s guide[R].Minneapolis:Itasca ConsultingGroup,Inc.,2004.
[14]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[15] JGJ120-99,建筑基坑支护技术规程[S].
[16] YB9258-97,建筑基坑工程技术规范[S].
[17] Karl Terzaghi, Ralph B Peck. Soil Mechanics in Engineering Practice[M]. New York : John Wiley & Sons,1967.
[18]龙驭球,包世华.结构力学教程[M].北京:高等教育出版社, 2000.
[19] Smith I M, Griffiths D V.有限元方法编程[M].王菘等译.北京:电子工业出版社, 2003.
[20]贾金青.预应力锚杆柔性支护法研究[R].北京:清华大学, 2003.
[21]朱亚林,孔宪京,邹德高,等.深基坑预应力锚杆柔性支护的非线性有限元分析[J].岩土力学, 2005, 26(2):323-327.
[22] BartonN,Choubey V.The shear strength of rock joints in heory and practice[J].Rock Mech,1977,10(4):1.
[23]孙秀竹.应力场的变化与卸荷影响深度的关系[J].勘察科学技术, 2004, (4): 12-15.
[24]杨志明,姚爱国.杆系有限元法求解复合土钉支护结构的位移[J].煤炭地质与勘探, 2002, 30(5): 31-34.
[25] Barton N,Bandis S.Effects of block size on the shear behaviour of jointed rock[J].RockMech,1982,4(6):739.
[26]程良奎,范景伦,韩军,等.岩土锚固[M].北京:中国建筑工业出版社, 2003.
[27]陈租煜土质边坡稳定分析——原理·方法·程序[M].北京:中国水利水电出版社,2003.
[28] Bandis S,Lumsden A,Barton N.Fundamentals of rock joint deformation[J].Rock Mech,1983,20(6):249
[29]罗文强,黄润秋,张倬元.斜坡稳定性概率分析的理论与应用[M].武汉:中国地质大学出版社,2003
[30]高大钊,袁聚云.土质学与土力学[M].北京:人民交通出版社,2001.3
[31]李广信.高等土力学[M].北京:清华大学出版社,2004.7
[32]陈希哲.土力学[M].北京:清华大学出版社,2004.4
[33] Choi 0 Sung,Chung Sokeu1.Stability analysis of jointed rock slopes with the Barton Bandis constitutive model in UDECEJ].Rock Mech,2004,41(3):1
[34]陈祖煜.土质边坡稳定性分析—原理·方法·程序[M].北京:中国水利水电出版社,2003
[35]周健,贾敏才等.土工细观模型试验与数值模拟[M].北京:科学出版社,2008
[36] f'avJovskjj N N.0n a desi f0nnula f0r uIIif0Ⅱn movement in channels with nonhomo neous walls[J].nansactions of Au union scient讯c Resealh Instituti0nof Hydralic En neeri“g,l931(3):l57一l64.
[37]徐芝纶.弹性力学简明教程[M].北京:高等教育出版社出版社,2002.8.8
[38]彭文斌.FLAC 3D[M].北京:机械工业出版社,2007.8
[39]陈育民,徐鼎平.FLAC/FLAC 3D基础与工程实例[M].北京:中国水利水电出版社,2008
[40]刘波,韩彦辉(美国).FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.9
[41]宋民崇,余云燕,赵德安.FLAC软件在边坡稳定性分析中的应用[J].黑龙江工程学院学报(自然科学版). 2009.12(4):23-27.
[42] LOW B K. Practical probabilistic slope stability analysis[C]//Proceedings, Soil and Rock America 2003,12th Panamerican Conference on Soil Mechanics and Geotechnical Engineering and 39th U.S. Rock MechanicsSymposium MIT. Cambridge: Massachusetts, 2003, (2):2777-2784.
[43]付海华李德明刘海军.基于FLAC3D的均质土坝最佳坡度分析[J].水电能源科学. 2009.10(5):133-135
[44]张正禄,黄全义.工程的变形监测分析与预报[M] .北京:测绘出版社,2007
[45]邓勇.滑坡变形分析与预报现代方法的研究[D] .武汉:武汉大学,2008
[46]李德仁,王树良,李德毅.空间数据挖掘理论与应用[M] .北京:科学出版社,2006
[47]张正禄.工程测量学[M] .武汉:武汉大学出版社,2005
[48]张昆,张松林.滑坡变形的三维可视化研究[J ] .武汉大学学报·信息科学版,2006 ,31 (9) :7952798
[49] BRAND E W, PREMCHITT J, PHILIP H B. Relationship between rainfall and landslides in Hong Kong[C]//Proceedings of 4th International Symposium on Landslide. Toronto:[s.n.], 1984, 377-384.
[50]卜方玲,徐新.一种基于小波分析的SAR图像斑点噪声滤波算法[J ] .武汉大学学报·信息科学版,2001 ,26 (4) :3152319
[51] Rocscience Inc. Slide Verification manual[R]. Toronto:Rocscience Inc., 2003.
[52]潘志刚,姚黼.黄文辉.煤矸石的污染危害与综合利用途径分析[J].资源产业,2005.2.VoC.7 No.1:46-49
[53] FREDLUND D G RAHARDJO.Soil mechanics for unsaturated soils[M].New York:John Wiley& Sons.INC1993.
[54]趁志曼等.加大源头创新力度,推动云南省烧结煤矸石砖发展[J],中国资源综合利用.2002.4:29-31.
[55]许泽胜,杨巧文,王新国等.煤矸石的分类及其综合利用[J].中国环保产业,2001,(7).
[56]杨风玲,嵇银行,严生.简述煤矸石在建筑材料工业中的应用[J].粉煤灰综合用,2005(1).
[57] Fredlund,Rahardjo.Soil Mechanics for Unsaturated Soils[M[.New York:John Wiley and Sons Inc,1993.
[58] CHO S E,LEE S R.Instability of unsaturated soil slopes due to infiltration[J].Computers and Geotechnics,200128:185- 208.
[59]潘志刚,姚艳斌,黄文辉.煤矸石的污染危害与综合利用途径分析[J].资源·产业,2005 (2).
[60]陈俊涛,李吉忠,田成民.煤矸石的综合利用[J].矿物岩石地球化学通报,1997.
[61] CUNDALL P A. A computer model of simulating progressive, large scale movements in block systems[C]//Proceedings of International Symposium on Rock Fracture. ISRM, Nancy, 1971.2-8.
[62] KOERNER R M. Slope stabilization using anchored geotextile[C]//Proceedings of Anchored Spider Netting,Special Geotechnical Engineering for Roads and Bridges Conference. Harrisburg,PA Penn DOT, 1984.1-11.
[63] MATSUI T, SAN K C. Finite element slope stability by shear strength reduction technique[J]. Soils and Foundations, 1992, 32(1): 59-70
[64] Mahler C F.Burin E,Olivera F J.Reflections on the stability of a municipal sanitary landfill[J1.Environmental Geoteehnies.1 998.83—88.
[65] Euran Durmusoglu.Municipal Landfill Settlement with Refuse Decomposition and Gas[D].Taxas:Taxas A& M University,2002.
[66] Karl T. Theoretical Soil Mechanics (4th Edition) [M] .New York : John Wily & Sons , 1947 :66276.
[67] Yanpeng Zhu & Yong Zhou ,Analysis and Design of Frame Supporting Structure with Pre2stressed Anchor Bars on Loess Slope ,ACMSM2004(Perth , Australia , 2004 , (12) .
[68] Itasca Consulting Group Inc11FLAC3D User’s Manual Version 210 [R] 1USA: Itasca Consulting Group Inc , 1997.1
[69]宋修广,张思峰,李英勇.路堑高边坡开挖、锚固数值模拟及稳定性分析[J].公路交通科技, 2005 , 22(4) : 38 - 401
[70]赵尚毅,郑颖人,时卫民等.用有限元强度折减法求边坡稳定性安全系数[J].岩土工程学报, 2002, 24(3):343-346.
[71]连镇营,韩国城,孔宪京.强度折减有限单元法研究开挖边坡的稳定性[J].岩土工程学报, 2001, 23(4): 406-411.
[72]加拿大矿物和能源技术中心.边坡工程手册[M].祝玉学,邢修祥译.北京:冶金工业出版社, 1984.
[73] Serra.no A.Olalla C.Tendle r~sistan~~of rock anchors[J].Int.工of Rock.M% AndMill Sci.1999.36(4):449—474.
[74] SetTanO A.Olalla C.Uhlmate bedng of grouted cable [J].Int.J.吣Mec.Sei.& Geomeeh.Absira.1992,29(5):503—524.
[75]韩军.程良奎.岩土体与锚固体间牯结强度[A]程良奎,刘启琛.岩±锚同工程技术的应用与发展.北京:万国学术出版社.1996 317—320.
[76]董学晟.夏熙伦.三峡工程高边坡岩体力学试验研究的历史回顾[J].长江科学院院报,1999.16(2):26—30.
[77] Budand J B.On the compressibility and shear strength of natural clays[J].Geetechniqne.1990,40(3):327—378
[78] Lc cn S,V~ughan P The general and congruent efects of structure in natural soils md weak rocks[J].C,eotcchaiqae,1990.40(3):467—488
[79] LA B.ochcllc P.Samilh J.Tavenas F.eI a1.Cause of sampling dislx~bance and design of a new sampler for sensitive soils[J].Can.Geotech.J,1981.18:52—66
[80] Nagaraj T S,Murthy B R S,Vatsah A.ct analysis of compressibility of sensitive soils[J] Proc~.ASCE .J.GEO.1990,116(1):105-118.
[2]晏鄂川,刘汉超,唐辉明.滑带土动力学性质研究试验[J].工程地质学报,2003,11(3):3l8—322.
[3] Choi 0 Sung,Chung Sokeu1.Stability analysis of jointed rock slopes with the Barton Bandis constitutive model in UDECEJ].Rock Mech,2004,41(3):1.
[4]许强,黄润秋,程谦恭等.三峡泄滩滑坡滑带土特征研究[J].工程地质学报,2003, 11 (4): 354-359.
[5]李智毅,杨裕云.工程地质学概论[M].武汉:中国地质大学出版社,1994,74:121-126.
[6] Anson RWW,HawkinsA B.Analysis of a samp le containing a shear surface from a recent landslip,south cotswolds [J].Geotechnique,1999, 49 (1):33– 41.
[7]邓宇.滑坡稳定性评价方法的研究现状综述[J].山西建筑,2008 26-0129-02.
[8]刘祖典.黄土力学与工程[M].西安:陕西科学技术出版社,1997.
[9] C.I.Giasi,P.Masi,C.Cherubini Probabilistic and fuzzy re2 liability analysis of a sample slope near Aliano [ J ] . Engi2neering Geology ,2003 (67) :3912402.
[10] B. Kentli ,T. Topal Assessment of rock slope stability for a segment of the Ankara2Pozant1 mozant1 motorway , Tur2 key[J ] . Engineering Geology ,2004 (74) :73290.
[11] Paul McCombie ,Philip Wilkinson The use of the simple ge2 netic algorithm in finding the critical factor of safety in slope stability analysis [J] . Computers and Geotechnics ,2002 (29) :6992714.
[12]崔政权,李宁.边坡工程-理论与实践最新发展[M].北京:中国水利水电出版社,1999.
[13] Itasca Consulting Group.Universal distinct element code(version 4.0)user’s guide[R].Minneapolis:Itasca ConsultingGroup,Inc.,2004.
[14]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1996.
[15] JGJ120-99,建筑基坑支护技术规程[S].
[16] YB9258-97,建筑基坑工程技术规范[S].
[17] Karl Terzaghi, Ralph B Peck. Soil Mechanics in Engineering Practice[M]. New York : John Wiley & Sons,1967.
[18]龙驭球,包世华.结构力学教程[M].北京:高等教育出版社, 2000.
[19] Smith I M, Griffiths D V.有限元方法编程[M].王菘等译.北京:电子工业出版社, 2003.
[20]贾金青.预应力锚杆柔性支护法研究[R].北京:清华大学, 2003.
[21]朱亚林,孔宪京,邹德高,等.深基坑预应力锚杆柔性支护的非线性有限元分析[J].岩土力学, 2005, 26(2):323-327.
[22] BartonN,Choubey V.The shear strength of rock joints in heory and practice[J].Rock Mech,1977,10(4):1.
[23]孙秀竹.应力场的变化与卸荷影响深度的关系[J].勘察科学技术, 2004, (4): 12-15.
[24]杨志明,姚爱国.杆系有限元法求解复合土钉支护结构的位移[J].煤炭地质与勘探, 2002, 30(5): 31-34.
[25] Barton N,Bandis S.Effects of block size on the shear behaviour of jointed rock[J].RockMech,1982,4(6):739.
[26]程良奎,范景伦,韩军,等.岩土锚固[M].北京:中国建筑工业出版社, 2003.
[27]陈租煜土质边坡稳定分析——原理·方法·程序[M].北京:中国水利水电出版社,2003.
[28] Bandis S,Lumsden A,Barton N.Fundamentals of rock joint deformation[J].Rock Mech,1983,20(6):249
[29]罗文强,黄润秋,张倬元.斜坡稳定性概率分析的理论与应用[M].武汉:中国地质大学出版社,2003
[30]高大钊,袁聚云.土质学与土力学[M].北京:人民交通出版社,2001.3
[31]李广信.高等土力学[M].北京:清华大学出版社,2004.7
[32]陈希哲.土力学[M].北京:清华大学出版社,2004.4
[33] Choi 0 Sung,Chung Sokeu1.Stability analysis of jointed rock slopes with the Barton Bandis constitutive model in UDECEJ].Rock Mech,2004,41(3):1
[34]陈祖煜.土质边坡稳定性分析—原理·方法·程序[M].北京:中国水利水电出版社,2003
[35]周健,贾敏才等.土工细观模型试验与数值模拟[M].北京:科学出版社,2008
[36] f'avJovskjj N N.0n a desi f0nnula f0r uIIif0Ⅱn movement in channels with nonhomo neous walls[J].nansactions of Au union scient讯c Resealh Instituti0nof Hydralic En neeri“g,l931(3):l57一l64.
[37]徐芝纶.弹性力学简明教程[M].北京:高等教育出版社出版社,2002.8.8
[38]彭文斌.FLAC 3D[M].北京:机械工业出版社,2007.8
[39]陈育民,徐鼎平.FLAC/FLAC 3D基础与工程实例[M].北京:中国水利水电出版社,2008
[40]刘波,韩彦辉(美国).FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.9
[41]宋民崇,余云燕,赵德安.FLAC软件在边坡稳定性分析中的应用[J].黑龙江工程学院学报(自然科学版). 2009.12(4):23-27.
[42] LOW B K. Practical probabilistic slope stability analysis[C]//Proceedings, Soil and Rock America 2003,12th Panamerican Conference on Soil Mechanics and Geotechnical Engineering and 39th U.S. Rock MechanicsSymposium MIT. Cambridge: Massachusetts, 2003, (2):2777-2784.
[43]付海华李德明刘海军.基于FLAC3D的均质土坝最佳坡度分析[J].水电能源科学. 2009.10(5):133-135
[44]张正禄,黄全义.工程的变形监测分析与预报[M] .北京:测绘出版社,2007
[45]邓勇.滑坡变形分析与预报现代方法的研究[D] .武汉:武汉大学,2008
[46]李德仁,王树良,李德毅.空间数据挖掘理论与应用[M] .北京:科学出版社,2006
[47]张正禄.工程测量学[M] .武汉:武汉大学出版社,2005
[48]张昆,张松林.滑坡变形的三维可视化研究[J ] .武汉大学学报·信息科学版,2006 ,31 (9) :7952798
[49] BRAND E W, PREMCHITT J, PHILIP H B. Relationship between rainfall and landslides in Hong Kong[C]//Proceedings of 4th International Symposium on Landslide. Toronto:[s.n.], 1984, 377-384.
[50]卜方玲,徐新.一种基于小波分析的SAR图像斑点噪声滤波算法[J ] .武汉大学学报·信息科学版,2001 ,26 (4) :3152319
[51] Rocscience Inc. Slide Verification manual[R]. Toronto:Rocscience Inc., 2003.
[52]潘志刚,姚黼.黄文辉.煤矸石的污染危害与综合利用途径分析[J].资源产业,2005.2.VoC.7 No.1:46-49
[53] FREDLUND D G RAHARDJO.Soil mechanics for unsaturated soils[M].New York:John Wiley& Sons.INC1993.
[54]趁志曼等.加大源头创新力度,推动云南省烧结煤矸石砖发展[J],中国资源综合利用.2002.4:29-31.
[55]许泽胜,杨巧文,王新国等.煤矸石的分类及其综合利用[J].中国环保产业,2001,(7).
[56]杨风玲,嵇银行,严生.简述煤矸石在建筑材料工业中的应用[J].粉煤灰综合用,2005(1).
[57] Fredlund,Rahardjo.Soil Mechanics for Unsaturated Soils[M[.New York:John Wiley and Sons Inc,1993.
[58] CHO S E,LEE S R.Instability of unsaturated soil slopes due to infiltration[J].Computers and Geotechnics,200128:185- 208.
[59]潘志刚,姚艳斌,黄文辉.煤矸石的污染危害与综合利用途径分析[J].资源·产业,2005 (2).
[60]陈俊涛,李吉忠,田成民.煤矸石的综合利用[J].矿物岩石地球化学通报,1997.
[61] CUNDALL P A. A computer model of simulating progressive, large scale movements in block systems[C]//Proceedings of International Symposium on Rock Fracture. ISRM, Nancy, 1971.2-8.
[62] KOERNER R M. Slope stabilization using anchored geotextile[C]//Proceedings of Anchored Spider Netting,Special Geotechnical Engineering for Roads and Bridges Conference. Harrisburg,PA Penn DOT, 1984.1-11.
[63] MATSUI T, SAN K C. Finite element slope stability by shear strength reduction technique[J]. Soils and Foundations, 1992, 32(1): 59-70
[64] Mahler C F.Burin E,Olivera F J.Reflections on the stability of a municipal sanitary landfill[J1.Environmental Geoteehnies.1 998.83—88.
[65] Euran Durmusoglu.Municipal Landfill Settlement with Refuse Decomposition and Gas[D].Taxas:Taxas A& M University,2002.
[66] Karl T. Theoretical Soil Mechanics (4th Edition) [M] .New York : John Wily & Sons , 1947 :66276.
[67] Yanpeng Zhu & Yong Zhou ,Analysis and Design of Frame Supporting Structure with Pre2stressed Anchor Bars on Loess Slope ,ACMSM2004(Perth , Australia , 2004 , (12) .
[68] Itasca Consulting Group Inc11FLAC3D User’s Manual Version 210 [R] 1USA: Itasca Consulting Group Inc , 1997.1
[69]宋修广,张思峰,李英勇.路堑高边坡开挖、锚固数值模拟及稳定性分析[J].公路交通科技, 2005 , 22(4) : 38 - 401
[70]赵尚毅,郑颖人,时卫民等.用有限元强度折减法求边坡稳定性安全系数[J].岩土工程学报, 2002, 24(3):343-346.
[71]连镇营,韩国城,孔宪京.强度折减有限单元法研究开挖边坡的稳定性[J].岩土工程学报, 2001, 23(4): 406-411.
[72]加拿大矿物和能源技术中心.边坡工程手册[M].祝玉学,邢修祥译.北京:冶金工业出版社, 1984.
[73] Serra.no A.Olalla C.Tendle r~sistan~~of rock anchors[J].Int.工of Rock.M% AndMill Sci.1999.36(4):449—474.
[74] SetTanO A.Olalla C.Uhlmate bedng of grouted cable [J].Int.J.吣Mec.Sei.& Geomeeh.Absira.1992,29(5):503—524.
[75]韩军.程良奎.岩土体与锚固体间牯结强度[A]程良奎,刘启琛.岩±锚同工程技术的应用与发展.北京:万国学术出版社.1996 317—320.
[76]董学晟.夏熙伦.三峡工程高边坡岩体力学试验研究的历史回顾[J].长江科学院院报,1999.16(2):26—30.
[77] Budand J B.On the compressibility and shear strength of natural clays[J].Geetechniqne.1990,40(3):327—378
[78] Lc cn S,V~ughan P The general and congruent efects of structure in natural soils md weak rocks[J].C,eotcchaiqae,1990.40(3):467—488
[79] LA B.ochcllc P.Samilh J.Tavenas F.eI a1.Cause of sampling dislx~bance and design of a new sampler for sensitive soils[J].Can.Geotech.J,1981.18:52—66
[80] Nagaraj T S,Murthy B R S,Vatsah A.ct analysis of compressibility of sensitive soils[J] Proc~.ASCE .J.GEO.1990,116(1):105-118.