110国道辅线K49+010～K58+140段边坡稳定性分析及治理研究
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摘要
边坡稳定性分析是边坡病害防治的基础。为了适应我国飞速发展的山区基本建设的需要,以110国道辅线K49+010~K58+140段边坡为例,系统探讨人工边坡特征、病害特征、病害机理,进而探索边坡病害综合防治途径,不仅具有重要的理论意义,而且具有重要的社会意义、现实意义和经济价值。
本研究基于岩质边坡展题,利用系统工程地质调查法、数学、力学分析法和计算机模拟技术,对研究区边坡进行了系统研究,具体包括:
(1)在实际调查资料统计分析的基础上,归纳总结了研究区边坡变形破坏的5种类型:坡面溜坍、危岩落石、崩塌、坍塌和滑坡,探讨了其变形模式、破坏机理;
(2)提出了研究区岩质边坡变形破坏主控因素是坡体贯通发育的节理和断层破碎带,并将其作为边界条件应用于模拟计算;
(3)用刚体极限平衡法对K57+411~K57+536段边坡进行稳定性计算,用FLAC3D对该边坡位移场、应力场和塑性变形区进行模拟,并比较两种方法的结果;
(4)基于机理认识、模拟计算,提出了岩质边坡的一般防护方案。
在边坡稳定性分析及防护治理方面仍然存在很多问题,并亟待解决,本研究虽然进行了有益的尝试,但由于边坡自身的复杂,本研究成果仍是初步的,粗浅的,还需要不断付出更加艰辛的努力。
Slope stability analysis is the basis for the prevention and control of slope failure. In order to adjust the needs to the rapid infrastructure development in China's mountainous areas, use the assistant line of national road 110 slopes in K49+010~K58+140 as an example to discuss systematically slope characteristics, slope failure characteristics, failure mechanism, and then to explore a comprehensive prevention and control method. It is not only of great theoretical meaning, but also of importantly social and practical significance and economic value.
The study based on rock slopes employs the means of systematical engineering geology survey, mathematics, mechanical analysis and computer simulation technology to systematically research the slopes along the road, including:
(1)On the basis of on-spot survey data with the statistical analysis, deformation and the failure of slopes in the study area is divided into five types: the slided down of slope surface, dangerous and falled rocks, collapses, sloughings and landslides, then their deformation mode and failure mechanism were explored
(2)The main controlling factors of slope failure in the study area are auxetic transfixion joints and fault fracture zones, and then apply them to calculation and simulation as boundary conditions.
(3)The slope stability of K57+411~K57+536 with rigid body limit equilibrium method was calculated. And using FLAC3D to simulate the displacement field, stress field and plastic deformation zones and the results of two methods were compared finaly.
(4)Based on the mechanism understanding, calculation and simulation, the general protection design of the rock slopes was put forward to.
Studies have shown that many problems still exist and need to be resolved in the slope stability analysis and protective governance. The paper carries out a useful attempt, but because of the complexity of the slope itself, the results of this study are still preliminary and shallow. It is demanded to pay more arduous efforts to solve the problem fundamentally.
本研究基于岩质边坡展题,利用系统工程地质调查法、数学、力学分析法和计算机模拟技术,对研究区边坡进行了系统研究,具体包括:
(1)在实际调查资料统计分析的基础上,归纳总结了研究区边坡变形破坏的5种类型:坡面溜坍、危岩落石、崩塌、坍塌和滑坡,探讨了其变形模式、破坏机理;
(2)提出了研究区岩质边坡变形破坏主控因素是坡体贯通发育的节理和断层破碎带,并将其作为边界条件应用于模拟计算;
(3)用刚体极限平衡法对K57+411~K57+536段边坡进行稳定性计算,用FLAC3D对该边坡位移场、应力场和塑性变形区进行模拟,并比较两种方法的结果;
(4)基于机理认识、模拟计算,提出了岩质边坡的一般防护方案。
在边坡稳定性分析及防护治理方面仍然存在很多问题,并亟待解决,本研究虽然进行了有益的尝试,但由于边坡自身的复杂,本研究成果仍是初步的,粗浅的,还需要不断付出更加艰辛的努力。
Slope stability analysis is the basis for the prevention and control of slope failure. In order to adjust the needs to the rapid infrastructure development in China's mountainous areas, use the assistant line of national road 110 slopes in K49+010~K58+140 as an example to discuss systematically slope characteristics, slope failure characteristics, failure mechanism, and then to explore a comprehensive prevention and control method. It is not only of great theoretical meaning, but also of importantly social and practical significance and economic value.
The study based on rock slopes employs the means of systematical engineering geology survey, mathematics, mechanical analysis and computer simulation technology to systematically research the slopes along the road, including:
(1)On the basis of on-spot survey data with the statistical analysis, deformation and the failure of slopes in the study area is divided into five types: the slided down of slope surface, dangerous and falled rocks, collapses, sloughings and landslides, then their deformation mode and failure mechanism were explored
(2)The main controlling factors of slope failure in the study area are auxetic transfixion joints and fault fracture zones, and then apply them to calculation and simulation as boundary conditions.
(3)The slope stability of K57+411~K57+536 with rigid body limit equilibrium method was calculated. And using FLAC3D to simulate the displacement field, stress field and plastic deformation zones and the results of two methods were compared finaly.
(4)Based on the mechanism understanding, calculation and simulation, the general protection design of the rock slopes was put forward to.
Studies have shown that many problems still exist and need to be resolved in the slope stability analysis and protective governance. The paper carries out a useful attempt, but because of the complexity of the slope itself, the results of this study are still preliminary and shallow. It is demanded to pay more arduous efforts to solve the problem fundamentally.
引文
[1]李玉生,卢峰虎.鸡扒子滑坡的特点及其控制[J].地质科学译丛,1990,7(2):93~95
[2]刘忠玉,马崇武.高速滑坡远程预测的块体运动模型[J].岩石力学与工程学报,2000,19(6):742~746
[3]孙仁心.新摊滑坡监测网变形的研究[J].武测科技,1991(3):4~18
[4]吴勇等.四川省溪口滑坡运动特征的离散元模型[J].山地研究,1997,15(3):197~200
[5]钟强.昭通滑坡泥石流预警系统建设急需加强[J].中国水土保持,2003(6):40~41
[6]陈自强,张晓刚.四川省武隆县鸡冠岭滑坡→崩塌→碎屑流→堵江灾害链[J].山地研究,1994,12(4):225~229
[7]郭汉荣.锥形边坡稳定性分析[J].岩石力学与工程学报,1998,17(2):123~128
[8] TIMOTHY D S,HISHAM T.Performance of three-dimensional slope stability methods in practice[J].Journal of Geotechnical and Geo-environmental engineering,1998,124(11):104~106
[9]肖专文,张奇志.遗传进化算法在边坡稳定性分析中的应用[J].岩土工程学报,1998,20(1):44~46
[10]朱大勇.边坡临界滑动场及数值模拟[J].岩土工程学报,1997,19(1):63~68
[11] JORGE G,NICHOLAS S,JAMES K M.Performance of Geo-synthetic reinforced slopes at failure[J].Journal of Geotechnical and Geo-environmental engineering,1998,124(8):670~683
[12]邱祥波,廖志刚,刘宗仁等.小浪底工程边坡稳定性有限元流变分析[J].岩土力学.1998,19(3):27~32
[13]沈凤生,冀春楼,李斌.小浪底高边坡稳定分析研究[J].岩土工程学报,1998,20(2):6~9
[14]杨家岭,朱维申,罗晓东等.藕塘古滑体在三峡水库形成后的稳定性分析[J].岩土力学,1998,19(2):1~7
[15]常春,周德培,王泳嘉等.露天矿开采深度对边坡稳定性的影响[J].岩石力学与工程学报,1998,17(3):248~252
[16]李靖,周欣华,党进谦.黄土边坡稳定性图解法[J].岩土工程学报,1998,20(4):40~43
[17]杨红灿.高等级公路边坡失稳因素的定量分析方法[J].公路与汽运,2003,6(3):29~31
[18] JOHN T C,ALFREDO U.Probabilistic evaluation of earthquake induced slope failure[J].Journal of Geotechnical and Geo-environmental engineering,1998,124(11):1140~1143
[19]杨家岭,朱维申,罗晓东等.藕塘古滑体在三峡水库形成后的稳定性分析[J].岩土力学,1998,19(2):1~7
[20]祝玉学.边坡可靠性分析[M].北京:冶金工业出版社,1993
[21]刘沐宇,李宏,池秀文,岩体结构的可靠性设计[J].武汉工业大学学报,1998,20(4):65~68
[22]武清玺,王德信.拱坝坝肩三维稳定可靠度分析[J].岩土力学,1998,19(1):45~49
[23]徐建平,胡厚田.摄动随机有限元法在顺层岩质边坡可靠性分析中的应用[J].岩土工程学报,1999,21(1):71~76
[24]黄志全,王思敬,李华晔等.岩体力学参数取值的置信度及其可靠性[J].岩石力学与工程学报,1999,18(1):33~35
[25]严春风,刘东燕,张建晖等.岩土工程可靠度关于强度参数分布函数概型的敏感度分析[J].岩石力学与工程学报,1999,18(1):36~39
[26]李彰明.模糊分析在边坡稳定性评价中的应用[J].岩石力学与工程学报,1997,16(5):490~495
[27]袁绍国,杨万根,刘占魁.边坡岩体裂隙水渗流的计算机模拟[J].中国矿业,1995,4(4):47~49
[28]魏安.岩体裂隙网络的计算机模拟及其应用[J].西南交通大学学报,1995,30(2):200~205
[29]陈乃明,王如路,刘宝琛.岩体节理网络分形的计算机模拟研究[J].岩石力学与工程学报,1995,14(3):255~259
[30]汪小刚,陈祖煜,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[J].岩石力学与工程学报,1992,11(4):345~355
[31] SHAPIPO A,DELPORT J L.Statistical Analysis of Jointed Rock Data[J].Int J Rock Mech Min Sci & Geomech Abstr,1991,28(5):375~382
[32] DELIOT D.Generating a Blocky Rock Mass[J].Int J Rock Mech Min Sci &Geomech Abstr,1988,25(3):127~138
[33]陈昌彦,张菊明,杜永廉.边坡工程地质信息的三维可视化及在三峡船闸边坡工程中的应用[J].岩土工程学报,1998,20(4):1~6
[34]李彰明.露天矿边坡实用型专家系统PESOPS V1.0设计及应用[J].岩土力学,1996,17(4):48~55
[35]魏永幸,杨建国.边坡地质灾害防治技术研究[J].地质灾害与环境保护,2000,12(11):131~134
[36] E.Hoek,J W Bray(1977),岩土边坡工程,卢世宗等译.冶金工业出版社,1983
[37] Larkin,Marilynn.Carpal tunnel syndrome study stirs controversy.The Lancet,Volume:357,Issue:9272,June 16,2001,PP.1953
[38] E Hoek,J W Bray(1977).岩土边坡工程,卢世宗等译.冶金工业出版社,1983
[39]刑薇薇,谢春生,宋士军.高速公路路堑边坡塌方区的治理[J].铁道建筑,2003,23(7):24~32
[40]李玲,乔青生.Barton经验公式在岩质边坡稳定性分析中的应用[J].公路,2002(2):37~39
[41]程良奎等.岩土锚固工程技术的应用与发展.北京:中国学术出版社,1996
[42] Kardestuncer H,Norrie D H(editor).The Finite Element Handbook,McGraw-Hill,1987
[43] Fellenius,Taylor,Janbu,Bishop ect,Rapid evaluation of the critical slip surface in slope stability problems.Int J.Numer and Analytical Methods in Geomech,11,449~472
[44]杨艳娜.许模边坡失稳段路基的排水系统设计[J].长安大学学报(自然科学版),2003,5(23):3035
[45]曲焰.蠕变滑动与降雨量的相关关系.滑坡论文集,成都:四川科学技术出版社,1987
[46]胡明鉴,汪捻,张平仓.斜坡稳定性及降雨条件下激发滑坡的试验研究[J].岩土工程学报,vol.23,No.4
[47]姚祖康.公路排水设计手册.北京人民交通出版社,1996
[48] Marusic,Ana.Tackling tunnel syndromes.The Lancet,Volume:359,1ssue:9320,May 25,2002,pp.1868
[49] Duncan J M.State of the art:Limit equilibrium and finite element analysis of slopes[J].Journal of Geotechnical Engineering,1996,122(7):577~596
[50] Lam L,Fredlund D GA.General limit equilibrium model for three-dimensional slope stability analysis.Canadian Geotechnica1 Journal,1993,30:905~919
[51] Marusic,Ana.Tackling tunnel syndromes.The Lancet,Volume:359,issue:9320,May25,2002,PP.1868
[52] Siegel R A.Computer analysis of general slope stability problems[M].Res Report No.JHRP-75-8,Engineering Experiment Station,Purdue University,West La fayette,Ind,1975
[53] Ramamurthy T,Narayan C G P,Bhatkar V P.Variational method for slope stabilityanalysis[A].Proc.9th Int.Conf on soil Mech.And Found Engineering[C].1977,Vol.3:139~142
[54] Abdalah I H,Waleed F H,Sarada K S.Global search method for 1ocating general slip surface using Monte Carlo Techniques[J] . J of Geotech and Geo-environment Engineering,ASCE,2001,Vol.127:688~698
[55] Jiang Jingcai,Yamagami Takuo,Baker Rafael.Three-dimensional slope stability analysis based on non-linear failure envelope[J].岩土力学与工程学报,2003,June22(6):1017~1023
[56] Lam L.Fredlund DGA general limit equilibrium model for three-dimensional slope stability analysis[J].Canadian Geotechnical Journal,1993,30:905~919
[57] Huang Y H.Stability analysis of earth slopes[M].Van Nostrand Reinhold Company,New York,1983
[58] Lam L,Fredlund DGA.General limit equilibrium model for three-dimensional slope stability analysis.Canadian Geotechnical Journal,1993,30:905~919
[59] Hungr O,Salgado FM,Bryne PM.Evaluation of a three-dimensional method of slope stability analysis.Canadian Geotechnical Journal,1989,26:679~686
[60] Larkin,Marilynn.Carpal tunnel syndrome study stirs controversy.The Lancet,Volume:357,Issue:9272,June16,2001,PP.1953
[61]王刚,才华.公路路堑边坡防护方法研究[J].北方交通,2008(12):32~34
[62]何清峰.312国道K132段岩质高边坡稳定性评价与防护设计.长安大学硕士学位论文,2005
[63]王念秦,张倬元.黄土灾害滑坡研究.兰州:兰州大学出版社,2005
[2]刘忠玉,马崇武.高速滑坡远程预测的块体运动模型[J].岩石力学与工程学报,2000,19(6):742~746
[3]孙仁心.新摊滑坡监测网变形的研究[J].武测科技,1991(3):4~18
[4]吴勇等.四川省溪口滑坡运动特征的离散元模型[J].山地研究,1997,15(3):197~200
[5]钟强.昭通滑坡泥石流预警系统建设急需加强[J].中国水土保持,2003(6):40~41
[6]陈自强,张晓刚.四川省武隆县鸡冠岭滑坡→崩塌→碎屑流→堵江灾害链[J].山地研究,1994,12(4):225~229
[7]郭汉荣.锥形边坡稳定性分析[J].岩石力学与工程学报,1998,17(2):123~128
[8] TIMOTHY D S,HISHAM T.Performance of three-dimensional slope stability methods in practice[J].Journal of Geotechnical and Geo-environmental engineering,1998,124(11):104~106
[9]肖专文,张奇志.遗传进化算法在边坡稳定性分析中的应用[J].岩土工程学报,1998,20(1):44~46
[10]朱大勇.边坡临界滑动场及数值模拟[J].岩土工程学报,1997,19(1):63~68
[11] JORGE G,NICHOLAS S,JAMES K M.Performance of Geo-synthetic reinforced slopes at failure[J].Journal of Geotechnical and Geo-environmental engineering,1998,124(8):670~683
[12]邱祥波,廖志刚,刘宗仁等.小浪底工程边坡稳定性有限元流变分析[J].岩土力学.1998,19(3):27~32
[13]沈凤生,冀春楼,李斌.小浪底高边坡稳定分析研究[J].岩土工程学报,1998,20(2):6~9
[14]杨家岭,朱维申,罗晓东等.藕塘古滑体在三峡水库形成后的稳定性分析[J].岩土力学,1998,19(2):1~7
[15]常春,周德培,王泳嘉等.露天矿开采深度对边坡稳定性的影响[J].岩石力学与工程学报,1998,17(3):248~252
[16]李靖,周欣华,党进谦.黄土边坡稳定性图解法[J].岩土工程学报,1998,20(4):40~43
[17]杨红灿.高等级公路边坡失稳因素的定量分析方法[J].公路与汽运,2003,6(3):29~31
[18] JOHN T C,ALFREDO U.Probabilistic evaluation of earthquake induced slope failure[J].Journal of Geotechnical and Geo-environmental engineering,1998,124(11):1140~1143
[19]杨家岭,朱维申,罗晓东等.藕塘古滑体在三峡水库形成后的稳定性分析[J].岩土力学,1998,19(2):1~7
[20]祝玉学.边坡可靠性分析[M].北京:冶金工业出版社,1993
[21]刘沐宇,李宏,池秀文,岩体结构的可靠性设计[J].武汉工业大学学报,1998,20(4):65~68
[22]武清玺,王德信.拱坝坝肩三维稳定可靠度分析[J].岩土力学,1998,19(1):45~49
[23]徐建平,胡厚田.摄动随机有限元法在顺层岩质边坡可靠性分析中的应用[J].岩土工程学报,1999,21(1):71~76
[24]黄志全,王思敬,李华晔等.岩体力学参数取值的置信度及其可靠性[J].岩石力学与工程学报,1999,18(1):33~35
[25]严春风,刘东燕,张建晖等.岩土工程可靠度关于强度参数分布函数概型的敏感度分析[J].岩石力学与工程学报,1999,18(1):36~39
[26]李彰明.模糊分析在边坡稳定性评价中的应用[J].岩石力学与工程学报,1997,16(5):490~495
[27]袁绍国,杨万根,刘占魁.边坡岩体裂隙水渗流的计算机模拟[J].中国矿业,1995,4(4):47~49
[28]魏安.岩体裂隙网络的计算机模拟及其应用[J].西南交通大学学报,1995,30(2):200~205
[29]陈乃明,王如路,刘宝琛.岩体节理网络分形的计算机模拟研究[J].岩石力学与工程学报,1995,14(3):255~259
[30]汪小刚,陈祖煜,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[J].岩石力学与工程学报,1992,11(4):345~355
[31] SHAPIPO A,DELPORT J L.Statistical Analysis of Jointed Rock Data[J].Int J Rock Mech Min Sci & Geomech Abstr,1991,28(5):375~382
[32] DELIOT D.Generating a Blocky Rock Mass[J].Int J Rock Mech Min Sci &Geomech Abstr,1988,25(3):127~138
[33]陈昌彦,张菊明,杜永廉.边坡工程地质信息的三维可视化及在三峡船闸边坡工程中的应用[J].岩土工程学报,1998,20(4):1~6
[34]李彰明.露天矿边坡实用型专家系统PESOPS V1.0设计及应用[J].岩土力学,1996,17(4):48~55
[35]魏永幸,杨建国.边坡地质灾害防治技术研究[J].地质灾害与环境保护,2000,12(11):131~134
[36] E.Hoek,J W Bray(1977),岩土边坡工程,卢世宗等译.冶金工业出版社,1983
[37] Larkin,Marilynn.Carpal tunnel syndrome study stirs controversy.The Lancet,Volume:357,Issue:9272,June 16,2001,PP.1953
[38] E Hoek,J W Bray(1977).岩土边坡工程,卢世宗等译.冶金工业出版社,1983
[39]刑薇薇,谢春生,宋士军.高速公路路堑边坡塌方区的治理[J].铁道建筑,2003,23(7):24~32
[40]李玲,乔青生.Barton经验公式在岩质边坡稳定性分析中的应用[J].公路,2002(2):37~39
[41]程良奎等.岩土锚固工程技术的应用与发展.北京:中国学术出版社,1996
[42] Kardestuncer H,Norrie D H(editor).The Finite Element Handbook,McGraw-Hill,1987
[43] Fellenius,Taylor,Janbu,Bishop ect,Rapid evaluation of the critical slip surface in slope stability problems.Int J.Numer and Analytical Methods in Geomech,11,449~472
[44]杨艳娜.许模边坡失稳段路基的排水系统设计[J].长安大学学报(自然科学版),2003,5(23):3035
[45]曲焰.蠕变滑动与降雨量的相关关系.滑坡论文集,成都:四川科学技术出版社,1987
[46]胡明鉴,汪捻,张平仓.斜坡稳定性及降雨条件下激发滑坡的试验研究[J].岩土工程学报,vol.23,No.4
[47]姚祖康.公路排水设计手册.北京人民交通出版社,1996
[48] Marusic,Ana.Tackling tunnel syndromes.The Lancet,Volume:359,1ssue:9320,May 25,2002,pp.1868
[49] Duncan J M.State of the art:Limit equilibrium and finite element analysis of slopes[J].Journal of Geotechnical Engineering,1996,122(7):577~596
[50] Lam L,Fredlund D GA.General limit equilibrium model for three-dimensional slope stability analysis.Canadian Geotechnica1 Journal,1993,30:905~919
[51] Marusic,Ana.Tackling tunnel syndromes.The Lancet,Volume:359,issue:9320,May25,2002,PP.1868
[52] Siegel R A.Computer analysis of general slope stability problems[M].Res Report No.JHRP-75-8,Engineering Experiment Station,Purdue University,West La fayette,Ind,1975
[53] Ramamurthy T,Narayan C G P,Bhatkar V P.Variational method for slope stabilityanalysis[A].Proc.9th Int.Conf on soil Mech.And Found Engineering[C].1977,Vol.3:139~142
[54] Abdalah I H,Waleed F H,Sarada K S.Global search method for 1ocating general slip surface using Monte Carlo Techniques[J] . J of Geotech and Geo-environment Engineering,ASCE,2001,Vol.127:688~698
[55] Jiang Jingcai,Yamagami Takuo,Baker Rafael.Three-dimensional slope stability analysis based on non-linear failure envelope[J].岩土力学与工程学报,2003,June22(6):1017~1023
[56] Lam L.Fredlund DGA general limit equilibrium model for three-dimensional slope stability analysis[J].Canadian Geotechnical Journal,1993,30:905~919
[57] Huang Y H.Stability analysis of earth slopes[M].Van Nostrand Reinhold Company,New York,1983
[58] Lam L,Fredlund DGA.General limit equilibrium model for three-dimensional slope stability analysis.Canadian Geotechnical Journal,1993,30:905~919
[59] Hungr O,Salgado FM,Bryne PM.Evaluation of a three-dimensional method of slope stability analysis.Canadian Geotechnical Journal,1989,26:679~686
[60] Larkin,Marilynn.Carpal tunnel syndrome study stirs controversy.The Lancet,Volume:357,Issue:9272,June16,2001,PP.1953
[61]王刚,才华.公路路堑边坡防护方法研究[J].北方交通,2008(12):32~34
[62]何清峰.312国道K132段岩质高边坡稳定性评价与防护设计.长安大学硕士学位论文,2005
[63]王念秦,张倬元.黄土灾害滑坡研究.兰州:兰州大学出版社,2005