降雨入渗条件下新邱区中南公路边坡稳定性分析
|
摘要
针对阜新中南公路受煤矿开采及降雨影响区段易造成滑坡这一事实,本文分析了高陡边坡滑坡机理及降雨条件对边坡稳定性的影响,并对中南公路及沿线地质情况进行分析。同时采用室内试验和数值计算相结合的研究方法,深入分析了高陡边坡的失稳机理和降雨对公路边坡稳定性的影响。论文主要内容如下:
(1)中南公路沿线的采矿工程活动是影响中南公路运营稳定性的主要原因;公路两侧露天开采形成的高陡边坡是公路滑坡产生的直接诱因,通过对降雨条件下公路边坡的稳定性分析得出降雨是影响公路边坡失稳的重要因素;
(2)通过对现场取样的实验室物性参数测定,为高陡边坡稳定性分析的数值模拟提供了相关的参数;
(3)通过对中南公路及其沿线的现场测绘,得出公路边坡坡脚即是露天矿矿坑的结论,而矿坑边坡近似垂直的情况,将增大破坏范围和破坏程度;
(4)对具有高危险的公路高陡边坡进行了数值计算,通过对塑性区、最大位移和剪切应变的分布和演化规律的研究,得出公路边坡的稳定性系数均小于规范规定的安全系数,有发生危险的可能。
According to the fact that it is easy to cause landslides of the road section affected by coal mining and rainfall about Zhongnan highway in Fuxin,this paper analyzes the landslide mechanism of steep slope and the influence mechanism of the slope stability in rainfall condition, and then maps the geological conditions of Zhongnan highway. Using the method that combines the laboratory test and numerical calculation, this paper deeply analyzes the instability mechanism about the steep slope and the influence of rainfall on highway slope stability. The main contents of the paper are listed as following:
(1) The main reason that affects stability of highway operation is the mining engineering activities along Zhongnan highway,the direct reason that causes highway landslide is the steep slope formed by opencast mining on both sides of the highway. This paper concludes that the rainfall is the important factors of highway slope instability through the stability analyses of road side slope in rainfall conditions;
(2) Through determining lab petrophysical parameters on the test site sample, it provides the related parameters of numerical simulation about the stability analysis;
(3) Through the test site mapping about zhongnan highway and along zhongnan highway,it points out that the slope toe of highway side slope is the strip pit,the pit slope is almost vertical,and such situation will increase the destruction scope and the destructiveness;
(4)This paper has given the numerical calculation of the high-risky and the steep highway slope, through the research of the distribution and evolved rule of plastic area, biggest displacement and the shear strain, it gets a conclusion that coefficient of stability about highway slope is all less than the standard safety coefficient.
(1)中南公路沿线的采矿工程活动是影响中南公路运营稳定性的主要原因;公路两侧露天开采形成的高陡边坡是公路滑坡产生的直接诱因,通过对降雨条件下公路边坡的稳定性分析得出降雨是影响公路边坡失稳的重要因素;
(2)通过对现场取样的实验室物性参数测定,为高陡边坡稳定性分析的数值模拟提供了相关的参数;
(3)通过对中南公路及其沿线的现场测绘,得出公路边坡坡脚即是露天矿矿坑的结论,而矿坑边坡近似垂直的情况,将增大破坏范围和破坏程度;
(4)对具有高危险的公路高陡边坡进行了数值计算,通过对塑性区、最大位移和剪切应变的分布和演化规律的研究,得出公路边坡的稳定性系数均小于规范规定的安全系数,有发生危险的可能。
According to the fact that it is easy to cause landslides of the road section affected by coal mining and rainfall about Zhongnan highway in Fuxin,this paper analyzes the landslide mechanism of steep slope and the influence mechanism of the slope stability in rainfall condition, and then maps the geological conditions of Zhongnan highway. Using the method that combines the laboratory test and numerical calculation, this paper deeply analyzes the instability mechanism about the steep slope and the influence of rainfall on highway slope stability. The main contents of the paper are listed as following:
(1) The main reason that affects stability of highway operation is the mining engineering activities along Zhongnan highway,the direct reason that causes highway landslide is the steep slope formed by opencast mining on both sides of the highway. This paper concludes that the rainfall is the important factors of highway slope instability through the stability analyses of road side slope in rainfall conditions;
(2) Through determining lab petrophysical parameters on the test site sample, it provides the related parameters of numerical simulation about the stability analysis;
(3) Through the test site mapping about zhongnan highway and along zhongnan highway,it points out that the slope toe of highway side slope is the strip pit,the pit slope is almost vertical,and such situation will increase the destruction scope and the destructiveness;
(4)This paper has given the numerical calculation of the high-risky and the steep highway slope, through the research of the distribution and evolved rule of plastic area, biggest displacement and the shear strain, it gets a conclusion that coefficient of stability about highway slope is all less than the standard safety coefficient.
引文
[1]张贻火.边坡稳定分析基本方法与新进展[J],江淮水利科技,2007.
[2]章勇武,马惠民.山区高速公路滑坡与高边坡病害防治技术实践[M〕.北京:人民交通出版社,2007.
[3]《工程地质手册》编委会.工程地质手册(第四版)[M].北京:中国建筑工业出版社,2007.
[4]郑颖人,赵尚毅,时卫民,林丽.边坡稳定分析的一些进展[J].地下空间,2001,2l(4):262～271.
[5]姜德义,朱合华,杜云贵.边坡稳定性分析与滑坡防治[J].重庆:重庆大学出版社,2005.
[6]夏元友,李梅.边坡稳定性评价方法研究及发展趋势[J].岩石力学与工程学报,2002,21(7):1087～1091.
[7]刘立平,姜德义,郑硕才,雷进生,林登发.边坡稳定性分析方法的最新进展[J].重庆大学学报(自然科学版),2000,25(3):115～118.
[8]韩玉芳,刘德辅,董胜.边坡整体稳定的可靠性分析方法[J].海岸工程,2001,20(4):7～13.
[9]孙涛,顾波.边坡稳定性分析方法评述[J].岩土工程界,2002,5(11):48～50.
[10]黄清友,李庶,谭福泉.土基边坡稳定性分析及判别[J].内蒙古公路与运输,2002,(2):5～7.
[11]程东幸,刘大安,丁恩保,潘炜,刘艳辉,郭华锋.边坡稳定性研究及其发展思路[J].工程地质学报,2004,12:252～256.
[12] Fellenius W Calculation of the stability of earth slope[J].Transactions of 2nd Congress on Large Dams,Washington,D C,1 936:445～462.
[13] Sanna S K.Stability analysis of embankments and slopes[J].Geotechnical,1973,23(3):423-433.
[14] Spencer E.A method of analysis of the stability of embankments assumingparallel inter—slice forces[J].Geotechnique,l 967,1 7(1):1 1-26.
[15] Bishop,A.W.The use of the slip circle the stability analysis of slopes[J].Geotechnique, 1955,5(1): 7～17
[16] Morgenstern N.R.and Price,V.E.The analysis of the Stability of General Slipe Surface. Geotechnique[J], 1965,15(1):79～93.
[17] Janbu N.slope stability computations,Embankment Dam Engineering[J].John Wiley and Sons, New Tork,1973:47～86.
[18]殷宗泽.土力学学科发展的现状与展望[J].河海大学学报,1998,27(1):12～16.
[19]章建军,陈传尧,揭敏,徐年丰.边坡抗滑稳定可靠性分析[J].华中理工大学学,1997,25(4):90～92.
[20] Van Langen H , Vermreer P A . Automatic step size correction for non-associated plasticity problems[J].Int.J.Num.Meth.Engng,1990,29:579～598.
[21] TanC P,Donald.Finite element calculation of dam stability [A].Proc.1lthInt.Conf.SoilMech.and Fnd.Engr[C].San Francisco,1985.
[22] Yang X L,Yin JH.Slope stability analysis with nonlinear failure Criterion [J].J.Engrn.Mech.ASCE,2003,130(3):267～273.
[23] Chen Zhuyu , Morgenstern N R . Extensions to the generalized method of slicesfor stability analysis[J].Canadian Geotechnical Journal 1983,20(1):104-1 19.
[24] Low B k and Tang W H.Probabilistic slope analysis using Janbu'sgeneralized procedure of slices[J].Computer and geotechnics,1997,21(2):21～142.
[25]李荣伟,侯恩科.边坡稳定性评价方法研究现状与发展趋势[J],西部探矿工程,2007.
[26]赵慧丽,康拥政,张永满.边坡稳定性分析理论与方法[J].路基工程,2006,1:1～3.
[27]周晓明,游启升,吴盖.边坡稳定性分析方法述评[J],水利科技与经济,2007.
[28]汪益敏.路基边坡工程理论与实践发展综述[J].中外公路,2001,21(6):31～35.
[29]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.
[30]吕庆.边坡工程灾害防治技术研究[D].杭州:浙江大学博士学位论文,2006.
[31]张天宝.土坡稳定分析和土工建筑物的边坡设计[M].四川:成都科技大学出版社,1987.
[32]邓卫东等.公路边坡稳定技术[M].北京:人民交通出版社,2006.
[33]杨航宇,颜志平,朱赞凌,罗志聪.公路边坡防护与治理[M].北京:人民交通出版社,2002.
[34]郑颖人,沈珠江,龚晓南.岩土塑性力学原理[M].北京:中国建筑工业出版社,2002,52～56.
[35] (日)松冈元,土力学北京:中国水利水电出版,2001.
[36]沈珠江.理论土力学[M].北京:中国水利水电出版社.2000.
[37]昊世明,徐枚在.土动力学现状与发展[J].岩土工程学报,1998.3(20).
[38]李广信等.高等土力学[M].北京:清华大学出版社.2004.
[39]王恭先,王应先,马惠民.滑坡防治100例[M].北京:人民交通出版社,2008.
[40]祝玉学.边坡可靠性分析[M].北京:冶金工业出版社,1993.4.
[41]谢定义.21世纪土力学的思考.岩土工程学报[J],1997,19(4):111～114.
[42]钱家欢,殷宗泽.土工原理与计算(第二版) [M].中国水利水电出版社,1996.
[43]龚晓南.土工计算机分析[M].北京:中国建筑工业出版社.2000.
[44]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析—原理·方法·程序〔M].北京:中国水利水电出版社,2005.
[45] Duncan J M.State of the art:limit equilibrium and finite-element Analysis of slope[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1 996,1 22(7):577-596.
[46]殷宗泽,吕擎风.圆弧滑动有限元土坡稳定分析[J].岩石力学,2005,26(10):1525～1529.
[47]陈祖煜.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,2003:15～20,239～240
[48]公路边坡稳定成套技术研究报告〔R〕.重庆:重庆交通科研设计院,2005.
[49]郑颖人,赵尚毅,宋雅坤.有限元强度折减法研究进展[J].后勤工程学院学报,2005(3):1-6.
[50]郭志杰,靳国厚,卢湘.高边坡稳定及分析处理技术研究[J].水力发电,1997,(7):15～18.
[51]邹丽春,王国进,汤献良,等.复杂高边坡整治理论与工程实践[M」.北京:中国水利水电出版社,2006.
[52]李天斌,王兰生.岩质工程高边坡稳定性及其控制[M].北京:科学出版社,2008.
[53]王在泉,复杂边坡工程系统稳定性研究[M].江苏:中国矿业大学出版社,1999.
[54] Zienkiewiez O C,HumPheson C,LewisR W.Assoeiated and nonassoeiated viseo--Plasticity and Plasticity in soil mechanics[J].Geoteehnique,1 975,25(4):671-689.
[55]交通部第二公路勘察设计院.公路设计手册—路基[M].北京:人民交通出版社,1996.
[56]武雄,姚爱军,衡朝阳,何满潮.边坡稳定性评价MSARMA法及最佳加固力研究[J].中国地质灾害与防治学报,2004,15(2):104～107.
[57]许谨,郑书英.边界元法分析边坡动态稳定性[J].西北建筑工程学院学报(自然科学版),2000,17(4):72～75.
[58]晏鄂川,唐辉明,何淼.路堑边坡工程的动态仿真分析[J].岩土力学,2004,25(2):246～250.
[59]刘春玲,祁生文,童立强等.利用FLAC3D分析某边坡地震稳定性[J].岩石力学与工程学报,2004,23(16):2730～2733.
[60]刘波,韩彦辉. FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.
[61]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].中国水利水电出版社.2009.
[2]章勇武,马惠民.山区高速公路滑坡与高边坡病害防治技术实践[M〕.北京:人民交通出版社,2007.
[3]《工程地质手册》编委会.工程地质手册(第四版)[M].北京:中国建筑工业出版社,2007.
[4]郑颖人,赵尚毅,时卫民,林丽.边坡稳定分析的一些进展[J].地下空间,2001,2l(4):262～271.
[5]姜德义,朱合华,杜云贵.边坡稳定性分析与滑坡防治[J].重庆:重庆大学出版社,2005.
[6]夏元友,李梅.边坡稳定性评价方法研究及发展趋势[J].岩石力学与工程学报,2002,21(7):1087～1091.
[7]刘立平,姜德义,郑硕才,雷进生,林登发.边坡稳定性分析方法的最新进展[J].重庆大学学报(自然科学版),2000,25(3):115～118.
[8]韩玉芳,刘德辅,董胜.边坡整体稳定的可靠性分析方法[J].海岸工程,2001,20(4):7～13.
[9]孙涛,顾波.边坡稳定性分析方法评述[J].岩土工程界,2002,5(11):48～50.
[10]黄清友,李庶,谭福泉.土基边坡稳定性分析及判别[J].内蒙古公路与运输,2002,(2):5～7.
[11]程东幸,刘大安,丁恩保,潘炜,刘艳辉,郭华锋.边坡稳定性研究及其发展思路[J].工程地质学报,2004,12:252～256.
[12] Fellenius W Calculation of the stability of earth slope[J].Transactions of 2nd Congress on Large Dams,Washington,D C,1 936:445～462.
[13] Sanna S K.Stability analysis of embankments and slopes[J].Geotechnical,1973,23(3):423-433.
[14] Spencer E.A method of analysis of the stability of embankments assumingparallel inter—slice forces[J].Geotechnique,l 967,1 7(1):1 1-26.
[15] Bishop,A.W.The use of the slip circle the stability analysis of slopes[J].Geotechnique, 1955,5(1): 7～17
[16] Morgenstern N.R.and Price,V.E.The analysis of the Stability of General Slipe Surface. Geotechnique[J], 1965,15(1):79～93.
[17] Janbu N.slope stability computations,Embankment Dam Engineering[J].John Wiley and Sons, New Tork,1973:47～86.
[18]殷宗泽.土力学学科发展的现状与展望[J].河海大学学报,1998,27(1):12～16.
[19]章建军,陈传尧,揭敏,徐年丰.边坡抗滑稳定可靠性分析[J].华中理工大学学,1997,25(4):90～92.
[20] Van Langen H , Vermreer P A . Automatic step size correction for non-associated plasticity problems[J].Int.J.Num.Meth.Engng,1990,29:579～598.
[21] TanC P,Donald.Finite element calculation of dam stability [A].Proc.1lthInt.Conf.SoilMech.and Fnd.Engr[C].San Francisco,1985.
[22] Yang X L,Yin JH.Slope stability analysis with nonlinear failure Criterion [J].J.Engrn.Mech.ASCE,2003,130(3):267～273.
[23] Chen Zhuyu , Morgenstern N R . Extensions to the generalized method of slicesfor stability analysis[J].Canadian Geotechnical Journal 1983,20(1):104-1 19.
[24] Low B k and Tang W H.Probabilistic slope analysis using Janbu'sgeneralized procedure of slices[J].Computer and geotechnics,1997,21(2):21～142.
[25]李荣伟,侯恩科.边坡稳定性评价方法研究现状与发展趋势[J],西部探矿工程,2007.
[26]赵慧丽,康拥政,张永满.边坡稳定性分析理论与方法[J].路基工程,2006,1:1～3.
[27]周晓明,游启升,吴盖.边坡稳定性分析方法述评[J],水利科技与经济,2007.
[28]汪益敏.路基边坡工程理论与实践发展综述[J].中外公路,2001,21(6):31～35.
[29]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.
[30]吕庆.边坡工程灾害防治技术研究[D].杭州:浙江大学博士学位论文,2006.
[31]张天宝.土坡稳定分析和土工建筑物的边坡设计[M].四川:成都科技大学出版社,1987.
[32]邓卫东等.公路边坡稳定技术[M].北京:人民交通出版社,2006.
[33]杨航宇,颜志平,朱赞凌,罗志聪.公路边坡防护与治理[M].北京:人民交通出版社,2002.
[34]郑颖人,沈珠江,龚晓南.岩土塑性力学原理[M].北京:中国建筑工业出版社,2002,52～56.
[35] (日)松冈元,土力学北京:中国水利水电出版,2001.
[36]沈珠江.理论土力学[M].北京:中国水利水电出版社.2000.
[37]昊世明,徐枚在.土动力学现状与发展[J].岩土工程学报,1998.3(20).
[38]李广信等.高等土力学[M].北京:清华大学出版社.2004.
[39]王恭先,王应先,马惠民.滑坡防治100例[M].北京:人民交通出版社,2008.
[40]祝玉学.边坡可靠性分析[M].北京:冶金工业出版社,1993.4.
[41]谢定义.21世纪土力学的思考.岩土工程学报[J],1997,19(4):111～114.
[42]钱家欢,殷宗泽.土工原理与计算(第二版) [M].中国水利水电出版社,1996.
[43]龚晓南.土工计算机分析[M].北京:中国建筑工业出版社.2000.
[44]陈祖煜,汪小刚,杨健,等.岩质边坡稳定分析—原理·方法·程序〔M].北京:中国水利水电出版社,2005.
[45] Duncan J M.State of the art:limit equilibrium and finite-element Analysis of slope[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1 996,1 22(7):577-596.
[46]殷宗泽,吕擎风.圆弧滑动有限元土坡稳定分析[J].岩石力学,2005,26(10):1525～1529.
[47]陈祖煜.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,2003:15～20,239～240
[48]公路边坡稳定成套技术研究报告〔R〕.重庆:重庆交通科研设计院,2005.
[49]郑颖人,赵尚毅,宋雅坤.有限元强度折减法研究进展[J].后勤工程学院学报,2005(3):1-6.
[50]郭志杰,靳国厚,卢湘.高边坡稳定及分析处理技术研究[J].水力发电,1997,(7):15～18.
[51]邹丽春,王国进,汤献良,等.复杂高边坡整治理论与工程实践[M」.北京:中国水利水电出版社,2006.
[52]李天斌,王兰生.岩质工程高边坡稳定性及其控制[M].北京:科学出版社,2008.
[53]王在泉,复杂边坡工程系统稳定性研究[M].江苏:中国矿业大学出版社,1999.
[54] Zienkiewiez O C,HumPheson C,LewisR W.Assoeiated and nonassoeiated viseo--Plasticity and Plasticity in soil mechanics[J].Geoteehnique,1 975,25(4):671-689.
[55]交通部第二公路勘察设计院.公路设计手册—路基[M].北京:人民交通出版社,1996.
[56]武雄,姚爱军,衡朝阳,何满潮.边坡稳定性评价MSARMA法及最佳加固力研究[J].中国地质灾害与防治学报,2004,15(2):104～107.
[57]许谨,郑书英.边界元法分析边坡动态稳定性[J].西北建筑工程学院学报(自然科学版),2000,17(4):72～75.
[58]晏鄂川,唐辉明,何淼.路堑边坡工程的动态仿真分析[J].岩土力学,2004,25(2):246～250.
[59]刘春玲,祁生文,童立强等.利用FLAC3D分析某边坡地震稳定性[J].岩石力学与工程学报,2004,23(16):2730～2733.
[60]刘波,韩彦辉. FLAC原理、实例与应用指南[M].北京:人民交通出版社,2005.
[61]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].中国水利水电出版社.2009.