软基地段斜坡高填路堤稳定性研究
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摘要
在山区修建高等级公路,不可避免地会遇到大量高填方路堤、斜坡地基路堤,有时也会遇到软土地基路堤。上述三种工况中,任何一种工况下的路堤都是极易发生破坏的,如果这三种工况集于一身,那么路堤破坏的可能性就不言而喻,因而及时精确地对路堤的破坏型式及其稳定性进行分析,进而采取相应的支护手段也变得尤为重要。
本文以郴宁高速公路K183+440~K183+680段软基斜坡高填方路堤为依托工程,在收集前人研究资料和现场实地勘察、监测的基础上,对软基地段斜坡高填路堤破坏型式进行了分析。通过理论分析和数值模拟相结合的方法,对软基地段斜坡高填路堤稳定性进行了研究。本文所作的主要工作如下:
(1)基于现有极限平衡法,利用经典土压力理论设定合理土条推力线范围,根据静力平衡及力矩平衡条件建立以条块界面安全系数F_v为变量的线性超定方程组。依据极大值原理及条块界面安全系数不小于条块安全系数的合理性条件:F_v≥F_s,推导出了基于最小二乘原理的边坡稳定性分析方法。
(2)基于现有极限分析上限法,构建了边坡圆弧滑动径向条分破坏模式,解决了协调速度场难以建立的问题。采用塑性力学极限分析原理,结合强度储备安全系数定义法,推导出了均质土坡稳定性径向条分极限上限法。
(3)依据监测数据及路堤断面设计型式分析了路堤破坏型式,在此基础上使用各种传统稳定性分析方法及本文改进法,对路堤各典型断面的稳定性进行分析。
(4)根据依托工程地形地貌条件、地质结构特征,应用地质目标计算机辅助设计软件(GOCAD)建立了依托工程的三维地质模型,并采用FLAC~(3D)软件模拟分析了依托工程路堤分层填筑过程中在自重作用下的变形规律及稳定性。
A large number of high filled embankments or embankments on slope ground, sometimes embankments on soft-soil ground, will be inevitably encountered in highway construction in mountainous areas. Every type of the embankment mentioned above is liable to lose its stability. If an embankment is constructed in situation in which the previous three conditions are all satisfied, the probability of its failure will be evidently increased. Therefore, it is very important to study the failure patterns and stability of this embankment timely and accurately in order to adopt corresponding support measures.
In this paper, depending on the project of high filled embankment on slope and soft-soil foundation in the Chen-Ning highway from K183+440 to K183+680, the destruction pattern was analyzed on the basis of collecting previous researches, investigating and monitoring in the field. Combining theoretical analysis with numerical simulation, the stability of this embankment was also studied. Main achievements are concluded as follows:
(1)After reviewing recent limit equilibrium methods, the classical earth pressure theory was utilized for setting the reasonable thrust line position of soil slice. The over determined linear equations including F_v as variable were established by the condition of static equilibrium and torque equilibrium, where F_v is the safety factor of the slice interface. According to maximum principle and the reasonable conditions: F_v≥F_s, a method of slope stability analysis which is based on the least squares theory was proposed in this paper.
(2)After reviewing recent limit analysis law, a circular sliding failure mode of slope employing radial slice method was built to slove the key problem that the coordination velocity field is difficult to establish. Based on the limit analysis theory of plasticity, the upper limit method of radial slice analysis of homogeneous slope was derived according to the definition of strength safety coefficient in this paper.
(3)According to monitoring data and the designed section type, the failure pattern of this high filled embankment on slope and soft-soil foundation was analyzed. And then, the safety factors of each typical section were analyzed by employing the traditional analysis methods and the modified methods proposed in this paper.
(4)According to the terrain conditions and geological structure features of this high filled embankment on slope and soft-soil foundation, a three-dimensional geological model was set up by the geological object computer aided design software (GOCAD). FLAC~(3D) program was used to analyze the deformation and stability of this embankment under its self-weight when layer by layer filled.
本文以郴宁高速公路K183+440~K183+680段软基斜坡高填方路堤为依托工程,在收集前人研究资料和现场实地勘察、监测的基础上,对软基地段斜坡高填路堤破坏型式进行了分析。通过理论分析和数值模拟相结合的方法,对软基地段斜坡高填路堤稳定性进行了研究。本文所作的主要工作如下:
(1)基于现有极限平衡法,利用经典土压力理论设定合理土条推力线范围,根据静力平衡及力矩平衡条件建立以条块界面安全系数F_v为变量的线性超定方程组。依据极大值原理及条块界面安全系数不小于条块安全系数的合理性条件:F_v≥F_s,推导出了基于最小二乘原理的边坡稳定性分析方法。
(2)基于现有极限分析上限法,构建了边坡圆弧滑动径向条分破坏模式,解决了协调速度场难以建立的问题。采用塑性力学极限分析原理,结合强度储备安全系数定义法,推导出了均质土坡稳定性径向条分极限上限法。
(3)依据监测数据及路堤断面设计型式分析了路堤破坏型式,在此基础上使用各种传统稳定性分析方法及本文改进法,对路堤各典型断面的稳定性进行分析。
(4)根据依托工程地形地貌条件、地质结构特征,应用地质目标计算机辅助设计软件(GOCAD)建立了依托工程的三维地质模型,并采用FLAC~(3D)软件模拟分析了依托工程路堤分层填筑过程中在自重作用下的变形规律及稳定性。
A large number of high filled embankments or embankments on slope ground, sometimes embankments on soft-soil ground, will be inevitably encountered in highway construction in mountainous areas. Every type of the embankment mentioned above is liable to lose its stability. If an embankment is constructed in situation in which the previous three conditions are all satisfied, the probability of its failure will be evidently increased. Therefore, it is very important to study the failure patterns and stability of this embankment timely and accurately in order to adopt corresponding support measures.
In this paper, depending on the project of high filled embankment on slope and soft-soil foundation in the Chen-Ning highway from K183+440 to K183+680, the destruction pattern was analyzed on the basis of collecting previous researches, investigating and monitoring in the field. Combining theoretical analysis with numerical simulation, the stability of this embankment was also studied. Main achievements are concluded as follows:
(1)After reviewing recent limit equilibrium methods, the classical earth pressure theory was utilized for setting the reasonable thrust line position of soil slice. The over determined linear equations including F_v as variable were established by the condition of static equilibrium and torque equilibrium, where F_v is the safety factor of the slice interface. According to maximum principle and the reasonable conditions: F_v≥F_s, a method of slope stability analysis which is based on the least squares theory was proposed in this paper.
(2)After reviewing recent limit analysis law, a circular sliding failure mode of slope employing radial slice method was built to slove the key problem that the coordination velocity field is difficult to establish. Based on the limit analysis theory of plasticity, the upper limit method of radial slice analysis of homogeneous slope was derived according to the definition of strength safety coefficient in this paper.
(3)According to monitoring data and the designed section type, the failure pattern of this high filled embankment on slope and soft-soil foundation was analyzed. And then, the safety factors of each typical section were analyzed by employing the traditional analysis methods and the modified methods proposed in this paper.
(4)According to the terrain conditions and geological structure features of this high filled embankment on slope and soft-soil foundation, a three-dimensional geological model was set up by the geological object computer aided design software (GOCAD). FLAC~(3D) program was used to analyze the deformation and stability of this embankment under its self-weight when layer by layer filled.
引文
[1]王志斌.岩质斜坡地基上填方路堤稳定性研究[D].长沙:中南大学,2007
[2]邓卫东.高填路堤稳定性研究[D].西安:长安大学,2003
[3]张良.斜坡软弱土地基路堤的工程特性研究[D].成都:西南交通大学,2003
[4]蒋鑫,魏永幸,邱延峻.斜坡软弱地基路堤填筑全过程稳定性[J].交通运输工程学报,2003,3(1):30-34
[5]李碧雄,张利民,陈谦应.斜坡上高路堤的稳定及变形试验研究[J].成都科技大学学报,1996,(5):12-18
[6]林新.斜坡体上路堤抗滑稳定技术研究[J].重庆交通学院学报,2004,12:47-50
[7]魏永幸.斜坡软弱地基填方工程特性理论研究[J].第八次全国岩石力学与工程学术大会论文集,2001:411-417
[8]张良,魏永幸,罗强.基于离心模型试验的斜坡软弱土地基路堤加固方案研究[J].铁道工程学报,2004,18(1):73-77
[9]张良,魏永幸,罗强.基于离心模型试验的斜坡软弱土地基路堤变形特性研究[J].铁道建筑技术,2004,l:51-53
[10]张诚厚等.软粘土的结构性及其对路基沉降的影响[J],岩土工程学报,1995,17 (5):25-32
[11]赵绳等.考虑材料粘弹性机场高填方道床沉降分析[J].中国公路学报,1999,12(5,增):25-30
[12]钟守滨等.基于反分析方法的高填石路堤工期沉降计算[J].广西交通科技,2003,28(2):63-65
[13]曹喜仁等.高填石路堤工后沉降分析及工程算法探讨[J].湖南大学学报,2002,29(6):112-117
[14]曹喜仁,赵振勇等.高填石路堤施工期沉降规律研究[J].公路学报,2004,6:27-30
[15]郝传毅,饶鸿雁.路堤自身压缩的非线性有限元分析[J].中国公路学报,1991,4 (1):9-1
[16]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
[17]王柏乐.中国当代土石坝工程[M].北京:中国水利水电出版社,2004
[18]邹德强等.遗传算法在高路堤沉降预测中的应用[J].长沙交通学院学报,2004,1(20):19-24
[19]姜兆华.三维边坡稳定性数值模拟与可靠度分析[D].武汉:武汉工业学院,2009
[20]张井泉.高填方边坡稳定性研究[D].成都:西南交通大学,2006
[21]郑颖人,陈祖煜,王恭先等.边坡与滑坡工程治理[M].北京:人民交通出版社,2007
[22]黄传志.土体极限分析理论与应用[M].北京:人民交通出版社,2007
[23]刘立平等.边坡稳定性分析方法的最新进展[J].重庆大学学报,2000,23(3):115-118
[24]楼华锋.基于大变形的软土路堤边坡稳定性分析[D].杭州:浙江大学,2007
[25] Bishop,A.W.The use of the slip circle in the stability analysis of slopes,Geotechnique,1(1):7-17
[26] Chen Zuyu and Morgenstern,N.R.Extensions to the generalized method of slices for stability analysis.Canadian Geotechnical Journal,1983,20(1):104-119
[27] Spencer, E.A method of analysis of embankments assuming parallel inter-slice forces, Geotechnique, 1967, 17:11-26
[28]王复来,陈洪天.土石坝变形与稳定分析[M].北京:中国水利水电出版社,2008
[29] Janbu,N.Slope stability computations,Embankment Dam Engineering,John Wiley and Sons, New York.1973,47-86
[30] Sarma.S.K.Stability analysis of embankments and slopes.Geotechnique,1973,(3):423-433
[31]朱大勇.极限平衡法的显式解与统一格式[D].河海大学博士后研究工作报告,2002
[32]杨明成,郑颖人.基于严格平衡的安全系数统一求解格式[J].岩土力学,2004,25(10):1565-1568
[33]张天宝.土坡稳定分析和土工建筑物的边坡设计[M].成都:成都科技大学出版社.1987
[34]童志怡,陈从新,徐健等.边坡稳定性分析的条块稳定系数法[J].岩土力学,2009,30(5):1393-1398
[35]王仁等.塑性力学基础[M].北京:科学出版社,1982
[36]李广信.高等土力学[M].北京:清华大学出版社,2004
[37]陈祖煜.论边坡稳定Sarma法中条块间作用力方向的两种可能性[J].中国水利水电科学研究院学报,1997(1):19–26
[38]王根龙,伍法权,李巨文.岩质边坡稳定塑性极限分析方法-斜分条法[J].岩土工程学报,2007,29(12)1767-1771
[39]门玉明.土坡稳定性的极限分析方法[J].西安地质学院学报,1996,18(2):58-63
[40]中华人民共和国交通部.公路路基设计规范(JTG D30-2004)[S].北京:人民交通出版社,2005
[41]童亮,胡卸文,汪雪瑞.GOCAD在某桥基边坡三维地质建模中的应用研究[J].地质灾害与环境保护,2009(20):60-65
[42] Itasca Consulting Group,Inc.. Fast Language Analysis of continua in 3 dimensions, version 3.0, user’s mannual. Itasca Consulting Group, Inc., 2005
[43]建设部综合勘察研究设计院.岩土工程勘察规范(GB 50021-2001)[S].北京:中国建筑工业出版社,2002
[44]中华人民共和国水利部.工程岩土分级标准(GB 50218-94)[S].北京:中国计划出版社,2006
[45]龚晓南.对岩土工程数值分析的几点思考[J].岩土力学,2011,32(2):321-325
[46]殷宗泽等.土工原理[M].北京:中国水利水电出版社,2007
[47]陈谦应等.山区公路路基稳定理论与实践[M].北京:人民交通出版社,2005
[48]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
[49]彭文斌.FLAC 3D实用教程[M].北京:机械工业出版社,2009
[50]王铁行等.岩土工程数值分析[M].北京:机械工业出版社,2009
[51]任红珠.人工特高筑填路堤变形及稳定性研究[D].长沙:中南大学,2007
[52]王俊辉.山区高填路基沉降监测与稳定性数值仿真分析研究[D].长沙:中南大学,2007
[53]陈昌富,杨宇,龚晓南.基于遗传算法地震荷载作用下边坡稳定性分析水平条分法[J].岩石力学与工程学报,2003,22(11):1919-1923
[54] CHEN W F. Limit analysis and soil plasticity[M].New York: Elsevier Scientific Publishing Co.,1975
[55] DONALD I, CHEN Z Y. Slope stability analysis by the upper bound approach:fundam entals and methods[J].Canadian Geotechnical Journal, 1997,34:853–862
[56]陈祖煜.黄文熙讲座:土力学经典问题的塑性力学上下限解[J].岩土工程学报,2002,24(1):1–11
[57]朱大勇,李焯芬,黄茂松等.对3种著名边坡稳定性计算方法的改进[J].岩石力学与工程学报,2005,24(2):184-194
[58]沈爱超,李铀.单一地层任意滑移面的最小势能边坡稳定性分析方法[J].岩土力学,2009,30(8):2463-2466
[59]邹广电,魏汝龙.土坡稳定性分析普遍极限平衡法数值解的理论及方法研究[J].岩石力学与工程学报,2006,25(2):363-370
[60]龚晓南.高等土力学.杭州:浙江大学出版社,1996
[61]曹喜仁等.高填石路堤地基沉降计算方法研究[J].公路交通科技,2005,22 (6):38-41
[62]谢春庆等.高填方块石夯实地基变形的研究[J].岩土工程学报,2002,24(1):38-41
[2]邓卫东.高填路堤稳定性研究[D].西安:长安大学,2003
[3]张良.斜坡软弱土地基路堤的工程特性研究[D].成都:西南交通大学,2003
[4]蒋鑫,魏永幸,邱延峻.斜坡软弱地基路堤填筑全过程稳定性[J].交通运输工程学报,2003,3(1):30-34
[5]李碧雄,张利民,陈谦应.斜坡上高路堤的稳定及变形试验研究[J].成都科技大学学报,1996,(5):12-18
[6]林新.斜坡体上路堤抗滑稳定技术研究[J].重庆交通学院学报,2004,12:47-50
[7]魏永幸.斜坡软弱地基填方工程特性理论研究[J].第八次全国岩石力学与工程学术大会论文集,2001:411-417
[8]张良,魏永幸,罗强.基于离心模型试验的斜坡软弱土地基路堤加固方案研究[J].铁道工程学报,2004,18(1):73-77
[9]张良,魏永幸,罗强.基于离心模型试验的斜坡软弱土地基路堤变形特性研究[J].铁道建筑技术,2004,l:51-53
[10]张诚厚等.软粘土的结构性及其对路基沉降的影响[J],岩土工程学报,1995,17 (5):25-32
[11]赵绳等.考虑材料粘弹性机场高填方道床沉降分析[J].中国公路学报,1999,12(5,增):25-30
[12]钟守滨等.基于反分析方法的高填石路堤工期沉降计算[J].广西交通科技,2003,28(2):63-65
[13]曹喜仁等.高填石路堤工后沉降分析及工程算法探讨[J].湖南大学学报,2002,29(6):112-117
[14]曹喜仁,赵振勇等.高填石路堤施工期沉降规律研究[J].公路学报,2004,6:27-30
[15]郝传毅,饶鸿雁.路堤自身压缩的非线性有限元分析[J].中国公路学报,1991,4 (1):9-1
[16]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
[17]王柏乐.中国当代土石坝工程[M].北京:中国水利水电出版社,2004
[18]邹德强等.遗传算法在高路堤沉降预测中的应用[J].长沙交通学院学报,2004,1(20):19-24
[19]姜兆华.三维边坡稳定性数值模拟与可靠度分析[D].武汉:武汉工业学院,2009
[20]张井泉.高填方边坡稳定性研究[D].成都:西南交通大学,2006
[21]郑颖人,陈祖煜,王恭先等.边坡与滑坡工程治理[M].北京:人民交通出版社,2007
[22]黄传志.土体极限分析理论与应用[M].北京:人民交通出版社,2007
[23]刘立平等.边坡稳定性分析方法的最新进展[J].重庆大学学报,2000,23(3):115-118
[24]楼华锋.基于大变形的软土路堤边坡稳定性分析[D].杭州:浙江大学,2007
[25] Bishop,A.W.The use of the slip circle in the stability analysis of slopes,Geotechnique,1(1):7-17
[26] Chen Zuyu and Morgenstern,N.R.Extensions to the generalized method of slices for stability analysis.Canadian Geotechnical Journal,1983,20(1):104-119
[27] Spencer, E.A method of analysis of embankments assuming parallel inter-slice forces, Geotechnique, 1967, 17:11-26
[28]王复来,陈洪天.土石坝变形与稳定分析[M].北京:中国水利水电出版社,2008
[29] Janbu,N.Slope stability computations,Embankment Dam Engineering,John Wiley and Sons, New York.1973,47-86
[30] Sarma.S.K.Stability analysis of embankments and slopes.Geotechnique,1973,(3):423-433
[31]朱大勇.极限平衡法的显式解与统一格式[D].河海大学博士后研究工作报告,2002
[32]杨明成,郑颖人.基于严格平衡的安全系数统一求解格式[J].岩土力学,2004,25(10):1565-1568
[33]张天宝.土坡稳定分析和土工建筑物的边坡设计[M].成都:成都科技大学出版社.1987
[34]童志怡,陈从新,徐健等.边坡稳定性分析的条块稳定系数法[J].岩土力学,2009,30(5):1393-1398
[35]王仁等.塑性力学基础[M].北京:科学出版社,1982
[36]李广信.高等土力学[M].北京:清华大学出版社,2004
[37]陈祖煜.论边坡稳定Sarma法中条块间作用力方向的两种可能性[J].中国水利水电科学研究院学报,1997(1):19–26
[38]王根龙,伍法权,李巨文.岩质边坡稳定塑性极限分析方法-斜分条法[J].岩土工程学报,2007,29(12)1767-1771
[39]门玉明.土坡稳定性的极限分析方法[J].西安地质学院学报,1996,18(2):58-63
[40]中华人民共和国交通部.公路路基设计规范(JTG D30-2004)[S].北京:人民交通出版社,2005
[41]童亮,胡卸文,汪雪瑞.GOCAD在某桥基边坡三维地质建模中的应用研究[J].地质灾害与环境保护,2009(20):60-65
[42] Itasca Consulting Group,Inc.. Fast Language Analysis of continua in 3 dimensions, version 3.0, user’s mannual. Itasca Consulting Group, Inc., 2005
[43]建设部综合勘察研究设计院.岩土工程勘察规范(GB 50021-2001)[S].北京:中国建筑工业出版社,2002
[44]中华人民共和国水利部.工程岩土分级标准(GB 50218-94)[S].北京:中国计划出版社,2006
[45]龚晓南.对岩土工程数值分析的几点思考[J].岩土力学,2011,32(2):321-325
[46]殷宗泽等.土工原理[M].北京:中国水利水电出版社,2007
[47]陈谦应等.山区公路路基稳定理论与实践[M].北京:人民交通出版社,2005
[48]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
[49]彭文斌.FLAC 3D实用教程[M].北京:机械工业出版社,2009
[50]王铁行等.岩土工程数值分析[M].北京:机械工业出版社,2009
[51]任红珠.人工特高筑填路堤变形及稳定性研究[D].长沙:中南大学,2007
[52]王俊辉.山区高填路基沉降监测与稳定性数值仿真分析研究[D].长沙:中南大学,2007
[53]陈昌富,杨宇,龚晓南.基于遗传算法地震荷载作用下边坡稳定性分析水平条分法[J].岩石力学与工程学报,2003,22(11):1919-1923
[54] CHEN W F. Limit analysis and soil plasticity[M].New York: Elsevier Scientific Publishing Co.,1975
[55] DONALD I, CHEN Z Y. Slope stability analysis by the upper bound approach:fundam entals and methods[J].Canadian Geotechnical Journal, 1997,34:853–862
[56]陈祖煜.黄文熙讲座:土力学经典问题的塑性力学上下限解[J].岩土工程学报,2002,24(1):1–11
[57]朱大勇,李焯芬,黄茂松等.对3种著名边坡稳定性计算方法的改进[J].岩石力学与工程学报,2005,24(2):184-194
[58]沈爱超,李铀.单一地层任意滑移面的最小势能边坡稳定性分析方法[J].岩土力学,2009,30(8):2463-2466
[59]邹广电,魏汝龙.土坡稳定性分析普遍极限平衡法数值解的理论及方法研究[J].岩石力学与工程学报,2006,25(2):363-370
[60]龚晓南.高等土力学.杭州:浙江大学出版社,1996
[61]曹喜仁等.高填石路堤地基沉降计算方法研究[J].公路交通科技,2005,22 (6):38-41
[62]谢春庆等.高填方块石夯实地基变形的研究[J].岩土工程学报,2002,24(1):38-41