土坡稳定应力状态方法的敏感性分析
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摘要
边坡稳定是土木工程中一个重要课题,涉及隧道、地下工程开挖与防护诸多方面。在目前的工程实际应用中,分析和预测边坡失稳各类方法多种多样,然而其分析的思路依然是沿袭多年历史的“假定滑动面”试算的半理论半经验法衍生出来的,“假定滑动面”方法最重要的两个基点难以弥补理论与应用上的缺陷。其一是假定滑面上各点切线方向的抗剪强度的发挥与剪应力之比所对应的安全系数;其二是条分法引入刚体假说,将重力集中沿伸到滑弧中点,应用平行力系的平衡方程研究条间力,进而假定、求解试算,这与刚体力学的重力集中在质心处,刚体无内力的基本原理也相悖论。
本文的主要工作为以下三个方面:一是依据土体应力状态为条件,应用土的库伦强度定律和库伦摩尔准则,所得到的平面土坡安全系数的系列计算公式,进行以边坡应力状态的稳定分析的过程全面论证;二是以大量边坡稳定和滑坡工程实例,进行边坡安全系数的计算,计算结果与文献中的各类方法的结果相对比,定性结果趋于一致;三是结合典型应用实例,对边坡各个参数进行纵向和横向对比,分析其参数的敏感性,依据边坡稳定解析解的相关参数,进行影响边坡稳定安全的敏感性分析。
The stability of analysis is an important research problem in civil engineering,such as tunnel ahead or underground engineering and so on. In application of practical project at present, There are many varieties of different methods about analysis and forecasting landslide, However, the analysis of the idea is still followed years of history, "Assume the sliding surface," the semi-theoretical spread derived from the semi-empirical method, "Assume the sliding surface" approach, the two most important point is difficult to cover theory and application flaws. One is assumed slip surface points tangent direction shear strength play and shear stress ratio corresponding safety coefficient, the second is the introduction of rigid body slice method hypothesis, focus on extending into the slip surface gravity midpoint, Application of the parallel system of forces between the force balance equation of articles, and then assume that solving a spreadsheet, which is focused on rigid body mechanics, gravity center of mass Office, the basic principles of rigid body has no internal force with paradox.
My main job follows three aspects: First, based on the literature referred to the condition that the stress state, application of Coulomb strength criterion, the resulting series of flat slope safety factor calculation, carried out to side Slope stability analysis of the stress state of the process of comprehensive argument; Second, a large number of slope stability and landslide engineering example, the calculation of the slope safety factor calculated results with the literature results were compared each method, qualitative results are consistent; The third is a combination of a typical application example, the various parameters on the slope of vertical and horizontal comparison of the sensitivity of its parameters, based on analytical solutions to slope stability related parameters, to influence the sensitivity of slope stability analysis.
本文的主要工作为以下三个方面:一是依据土体应力状态为条件,应用土的库伦强度定律和库伦摩尔准则,所得到的平面土坡安全系数的系列计算公式,进行以边坡应力状态的稳定分析的过程全面论证;二是以大量边坡稳定和滑坡工程实例,进行边坡安全系数的计算,计算结果与文献中的各类方法的结果相对比,定性结果趋于一致;三是结合典型应用实例,对边坡各个参数进行纵向和横向对比,分析其参数的敏感性,依据边坡稳定解析解的相关参数,进行影响边坡稳定安全的敏感性分析。
The stability of analysis is an important research problem in civil engineering,such as tunnel ahead or underground engineering and so on. In application of practical project at present, There are many varieties of different methods about analysis and forecasting landslide, However, the analysis of the idea is still followed years of history, "Assume the sliding surface," the semi-theoretical spread derived from the semi-empirical method, "Assume the sliding surface" approach, the two most important point is difficult to cover theory and application flaws. One is assumed slip surface points tangent direction shear strength play and shear stress ratio corresponding safety coefficient, the second is the introduction of rigid body slice method hypothesis, focus on extending into the slip surface gravity midpoint, Application of the parallel system of forces between the force balance equation of articles, and then assume that solving a spreadsheet, which is focused on rigid body mechanics, gravity center of mass Office, the basic principles of rigid body has no internal force with paradox.
My main job follows three aspects: First, based on the literature referred to the condition that the stress state, application of Coulomb strength criterion, the resulting series of flat slope safety factor calculation, carried out to side Slope stability analysis of the stress state of the process of comprehensive argument; Second, a large number of slope stability and landslide engineering example, the calculation of the slope safety factor calculated results with the literature results were compared each method, qualitative results are consistent; The third is a combination of a typical application example, the various parameters on the slope of vertical and horizontal comparison of the sensitivity of its parameters, based on analytical solutions to slope stability related parameters, to influence the sensitivity of slope stability analysis.
引文
[1]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,2005.
[2]钱家欢.土力学[M].(第二版).南京:河海大学出版社,1998.
[3]龚晓南.土工计算机分析[M],北京,中国建筑工业出版社,2000.
[4]孙君实.条分法的数值分析[J].岩土工程学报,1984,5(4).
[5]李家青.李家峽坝前滑坡成因机理及稳定分析:[硕士论文].天津:天津大学,2003.
[6]Li K S. White W. Rapid evaluation of the critical slip surface in slope stability problems [J]. International Journal for Numerical and Analytical Methods in Aeromechanics, 1987.
[7]张天宝.土坡稳定分析圆弧法的数值研究[J].成都工学院报,1978.
[8]陆亦庄.寻求土坡稳定最危险圆弧的简便方法[J].华东交通大学学报,1998(1):13-18.
[9]Bishop.A.W.The use of the slip circle in the stability analysis of slopes[J]. Geotechique, 1955,( 7): 7-17.
[10]Janbu. Slope stability computations[J], Embankment-Dam Engineering, 1973, 47-87.
[11]Spencer.E. A method of analysis for stability of embankment using parallel inters slice force[J]. Geotechique, 1967, (17):11-26
[12]Morgenstern N.R.Price V.E. The Analysis of the stability of general slip surfaces[J]. Geotechique, 1665, (15):79-93.
[13]Sarma S.K. Stability analysis of embankments and slopes[J]. Geotechique, 1979, (38):157-159.
[14]R. E. Barnhill, G.Birkhoff and W.J. Gordon. Smooth interpolation in triangles[J].Approx Theory, 1973,(8):114-128.
[15]陈祖煜.土坡稳定分析通用条分法及其改进[J].岩土工程学报,1983.5(4):11-27.
[16]张季如.开挖边坡的有限元模拟和稳定性评价[J].岩石力学与工程学报,2002,21(6):85-89.
[17]潘亨永,何达江,张林.强度储备法在岩质高边坡稳定性分析中的应用,四川联合大学学报工程科学版,1998,2(1):12-18.
[18]连镇营,韩国城,孔宪京.强度折减有限元法研究开挖边坡的稳定性[J].岩土工程学报,2001,23(4):24-28.
[19]郑颍人,赵尚毅,张鲁渝等.有限元强度折减法在边坡与岩坡中的应用[M].岩石力学新进展与西部开发中的岩土工程问题.北京:中国科技出版社,2002.
[20]许瑾,郑书英.边界元法分析边坡动态稳定性[J].建筑工程学院学报,2000,17(4):75-78.
[21]杨天鸿,江智明,苗勇勤.露天矿边坡岩体渗透性及疏干排水模拟分析[J].煤炭学报,1999,24(1):76-79.
[22]王洪涛.裂隙网络渗流与耦合分析充水岩质边坡的稳定性[J].水文地质工程地质,2000,(2):32-35.
[23]陶连金,苏生瑞.节理岩体边坡的动力稳定分析[J].工程地质学报,2001,9(1):33-39.
[24]《岩土工程勘查规范》(GB50021-2002)
[25]武清玺,王德信.拱坝坝肩三维稳定的可靠度分析[J].岩体力学,1998,19(1):45-49
[26]黄志全,王思敬.岩土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):34-36.
[27]严春风,刘东燕,张建辉等.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):37-40.
[28]谭晓慧.边坡稳定分析的模糊概率法.合肥工业大学学报(自然科学版)[J],2001,(3):148-152.
[29]Duncan, J.M. Factor of safety and reliability in geotechnical engineering[J]. Journal of Geotechnical and Geoenvironmental engineering, 2000,126(4).
[30]姚继武,陈东伟.土坡稳定可靠度分析.岩土工程学报[J],1994,16(2):80-87.
[31]梧松,吴玉山.土质边坡三维可靠度分析.岩土力学[J],2003,24(2):144-147.
[32]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):92-97.
[33]王国体.以土体应力状态计算边坡安全系数的方法[J].中国工程科学,2006,8(12):80-84.
[34]王国体,王婉娣.土坡稳定分析应力状态新方法的过程解析[J].中国工程科学,2010,12(1):52-54.
[35]丰定祥等.边坡稳定分析中几个问题的探讨[J].岩土工程学报,1990,12(3).
[36]崔政权,李宁.边坡工程—理论与实践最新发展[M].中国水利水电出版社,1999.
[37]郑颖人,赵尚毅,时卫明等.边坡稳定分析的一些进展[J].地下空间,2001(4):22-31.
[38]Taylor, D.W. Fundamentals of soil mechanic, 1958.
[39]尤明庆,均质土坡滑动面的变分法分析[J],岩石力学与工程学报.2006,25(增1):151-161.
[40]万文,曹平,冯涛等.一种自动搜索边坡最危险滑动面的新方法[J].中南大学学报,2006,37(4):186-190.
[41]卢延浩等.高等土力学[M].北京:机械工业出版社,2005.
[42]卢延浩.土力学[M](第二版).南京:河海大学出版社,2005.
[43]徐芝纶.弹性力学简明教程[M](第三版).北京:高等教育出版社,2003.
[44]孙训芳,方孝淑,关来泰,材料力学(Ⅰ)(第四版).北京:高等教育出版社,2002.
[45]刘鸿文.高等材料力学(上册).北京:高等教育出版社,1985.
[46]同济大学教研室编.高等数学(下册)(第四版).北京:高等教育出版社,1996.
[47]王国体,潘恒芳,陈兵等.滑坡防治的应力重塑方法.合肥工业大学学报(自然科学版).2001,24(3):80-83.
[48]王国体,赖焕枫,陈登伟.边坡支护应力重塑方法的数值模拟[J].岩土工程学报.2005,27(6):729-723.
[49]王国体,易志宏,胡志专.开挖边坡中应力重塑的有限元模拟[J].合肥工业大学学报(自然科学版)2004,27(4):368-371.
[50]李明,丁德鑫.圆弧滑动边坡稳定分析的神经元网络方法[J].路基工程,2005,25(4):4-8.
[51]李思平,孙连英.基于非线性理论边坡稳定性评价模型[J].水文地质工程地质,2002(2):13-16.
[52]郑颖人,赵尚毅,邓楚健等.有限元极限分析法发展及其在岩土工程中的应用[J].中国工程科学,2006,8(12):43-65.
[53]姚爱军,薛廷河.复杂边坡稳定性评价方法与工程实践[M].北京:科学出版社,2008.
[2]钱家欢.土力学[M].(第二版).南京:河海大学出版社,1998.
[3]龚晓南.土工计算机分析[M],北京,中国建筑工业出版社,2000.
[4]孙君实.条分法的数值分析[J].岩土工程学报,1984,5(4).
[5]李家青.李家峽坝前滑坡成因机理及稳定分析:[硕士论文].天津:天津大学,2003.
[6]Li K S. White W. Rapid evaluation of the critical slip surface in slope stability problems [J]. International Journal for Numerical and Analytical Methods in Aeromechanics, 1987.
[7]张天宝.土坡稳定分析圆弧法的数值研究[J].成都工学院报,1978.
[8]陆亦庄.寻求土坡稳定最危险圆弧的简便方法[J].华东交通大学学报,1998(1):13-18.
[9]Bishop.A.W.The use of the slip circle in the stability analysis of slopes[J]. Geotechique, 1955,( 7): 7-17.
[10]Janbu. Slope stability computations[J], Embankment-Dam Engineering, 1973, 47-87.
[11]Spencer.E. A method of analysis for stability of embankment using parallel inters slice force[J]. Geotechique, 1967, (17):11-26
[12]Morgenstern N.R.Price V.E. The Analysis of the stability of general slip surfaces[J]. Geotechique, 1665, (15):79-93.
[13]Sarma S.K. Stability analysis of embankments and slopes[J]. Geotechique, 1979, (38):157-159.
[14]R. E. Barnhill, G.Birkhoff and W.J. Gordon. Smooth interpolation in triangles[J].Approx Theory, 1973,(8):114-128.
[15]陈祖煜.土坡稳定分析通用条分法及其改进[J].岩土工程学报,1983.5(4):11-27.
[16]张季如.开挖边坡的有限元模拟和稳定性评价[J].岩石力学与工程学报,2002,21(6):85-89.
[17]潘亨永,何达江,张林.强度储备法在岩质高边坡稳定性分析中的应用,四川联合大学学报工程科学版,1998,2(1):12-18.
[18]连镇营,韩国城,孔宪京.强度折减有限元法研究开挖边坡的稳定性[J].岩土工程学报,2001,23(4):24-28.
[19]郑颍人,赵尚毅,张鲁渝等.有限元强度折减法在边坡与岩坡中的应用[M].岩石力学新进展与西部开发中的岩土工程问题.北京:中国科技出版社,2002.
[20]许瑾,郑书英.边界元法分析边坡动态稳定性[J].建筑工程学院学报,2000,17(4):75-78.
[21]杨天鸿,江智明,苗勇勤.露天矿边坡岩体渗透性及疏干排水模拟分析[J].煤炭学报,1999,24(1):76-79.
[22]王洪涛.裂隙网络渗流与耦合分析充水岩质边坡的稳定性[J].水文地质工程地质,2000,(2):32-35.
[23]陶连金,苏生瑞.节理岩体边坡的动力稳定分析[J].工程地质学报,2001,9(1):33-39.
[24]《岩土工程勘查规范》(GB50021-2002)
[25]武清玺,王德信.拱坝坝肩三维稳定的可靠度分析[J].岩体力学,1998,19(1):45-49
[26]黄志全,王思敬.岩土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):34-36.
[27]严春风,刘东燕,张建辉等.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):37-40.
[28]谭晓慧.边坡稳定分析的模糊概率法.合肥工业大学学报(自然科学版)[J],2001,(3):148-152.
[29]Duncan, J.M. Factor of safety and reliability in geotechnical engineering[J]. Journal of Geotechnical and Geoenvironmental engineering, 2000,126(4).
[30]姚继武,陈东伟.土坡稳定可靠度分析.岩土工程学报[J],1994,16(2):80-87.
[31]梧松,吴玉山.土质边坡三维可靠度分析.岩土力学[J],2003,24(2):144-147.
[32]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):92-97.
[33]王国体.以土体应力状态计算边坡安全系数的方法[J].中国工程科学,2006,8(12):80-84.
[34]王国体,王婉娣.土坡稳定分析应力状态新方法的过程解析[J].中国工程科学,2010,12(1):52-54.
[35]丰定祥等.边坡稳定分析中几个问题的探讨[J].岩土工程学报,1990,12(3).
[36]崔政权,李宁.边坡工程—理论与实践最新发展[M].中国水利水电出版社,1999.
[37]郑颖人,赵尚毅,时卫明等.边坡稳定分析的一些进展[J].地下空间,2001(4):22-31.
[38]Taylor, D.W. Fundamentals of soil mechanic, 1958.
[39]尤明庆,均质土坡滑动面的变分法分析[J],岩石力学与工程学报.2006,25(增1):151-161.
[40]万文,曹平,冯涛等.一种自动搜索边坡最危险滑动面的新方法[J].中南大学学报,2006,37(4):186-190.
[41]卢延浩等.高等土力学[M].北京:机械工业出版社,2005.
[42]卢延浩.土力学[M](第二版).南京:河海大学出版社,2005.
[43]徐芝纶.弹性力学简明教程[M](第三版).北京:高等教育出版社,2003.
[44]孙训芳,方孝淑,关来泰,材料力学(Ⅰ)(第四版).北京:高等教育出版社,2002.
[45]刘鸿文.高等材料力学(上册).北京:高等教育出版社,1985.
[46]同济大学教研室编.高等数学(下册)(第四版).北京:高等教育出版社,1996.
[47]王国体,潘恒芳,陈兵等.滑坡防治的应力重塑方法.合肥工业大学学报(自然科学版).2001,24(3):80-83.
[48]王国体,赖焕枫,陈登伟.边坡支护应力重塑方法的数值模拟[J].岩土工程学报.2005,27(6):729-723.
[49]王国体,易志宏,胡志专.开挖边坡中应力重塑的有限元模拟[J].合肥工业大学学报(自然科学版)2004,27(4):368-371.
[50]李明,丁德鑫.圆弧滑动边坡稳定分析的神经元网络方法[J].路基工程,2005,25(4):4-8.
[51]李思平,孙连英.基于非线性理论边坡稳定性评价模型[J].水文地质工程地质,2002(2):13-16.
[52]郑颖人,赵尚毅,邓楚健等.有限元极限分析法发展及其在岩土工程中的应用[J].中国工程科学,2006,8(12):43-65.
[53]姚爱军,薛廷河.复杂边坡稳定性评价方法与工程实践[M].北京:科学出版社,2008.