陕北子靖高速魏家楼黄土边坡稳定性分析与评价
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摘要
随着公路交通事业的迅速发展,需要在不同地质条件下修建不同级别的公路,在黄土地区修路,边坡失稳带来的许多问题严重影响了公路的正常运营。本文以陕北子靖高速公路魏家楼黄土边坡为研究对象,在充分论述了研究区地形地貌、地层岩性、水文地质等条件和人类工程活动的基础上,分析了影响边坡失稳的主要地质因素,得出坡高与坡度、坡脚开挖与连续暴雨对其稳定性的影响最大。
采用GLE法对魏家楼黄土边坡的坡脚开挖、坡度和水位变化等影响因素进行定量分析表明,天然状态下,边坡坡度为45°时,稳定系数为1.26,该边坡处于稳定状态;在边坡坡度为45°,相对水位分别为4m、8m、12m、16m时,稳定系数分别为1.21、1.04、0.92、0.83,表明随着含水率的升高,边坡的稳定性不断变差,直至完全失稳,需要采取治理措施;边坡在相对水位为16m,坡度为35°时,稳定系数达到1.25,表明当坡体含水率较高时,只有减小边坡坡度,才能够达到稳定状态。
运用FLAC3D软件对魏家楼黄土边坡进行应力和位移的三维数值模拟,通过对比第一、三、五、七步开挖后的位移和应力图,表明随着开挖的进行,边坡开挖面位移增大,对边坡稳定性影响较为严重;在坡脚出现应力集中使边坡处于亚稳定状态;需要对开挖面进行锚固且对坡脚进行加固以有效减小坡体位移和坡脚应力集中。
采用Monte-Carlo法对该边坡的稳定性进行可靠性分析,得出在天然状态下,边坡破坏概率为0%;在相对水位为16m状态下,边坡破坏概率为100%,两种情况的稳定系数均服从正态分布,和实际相符。
With the rapid development of the transportation, it’s requiring to build a lot of different grade roads in different geological conditions. In loess area, the destruction of highway always happens because of the loess slide. It often takes many severe effects to the normal management of the highroad. So this paper take the Wei Jialou loess slope in Zi Jing highway as the research object, at the basic of fully discuss the physiognomy, stratum lithology, hydrogeology and the man-made factor, analyses the main factor of effecting the stability of the loess is highness, gradient, excavation and continuous rainstorm.
This paper adopts the GLE method to do the quantification analyses to the factors which are excavation of the foot of the slope, gradient and the water table. The result shows that: in the nature state, when the gradient is 45°, the Fs is 1.26, the slope at the stable state. When the gradient is 45°and the relative water table respective in 4m, 8m, 12m, 16m, the Fs is 1.21, 1.04, 0,92, 0.83, which indicates that with the w rise, the stability of slope becomes bad till to the slope completely destroyed, so the slope needs to be treated with. When the respective water table is 16m and the gradient is 45°, the Fs reach to 1.25, which indicate when the w of the slope body is high, if reduce the gradient, the slope would be in stable state. Taking the FLAC3D software does 3-D numerical simulation to analyses the stress and displacement to the Wei Jialou loess slope. After contrasting the diagram of displacement and stress of the first, third, fifth and seventh step excavations, which indicates that with excavating, the displacement of the slope is increasing, which serious affect the stability of the slope. And the diagram also shows that the stress concentration made the slope in the stable state. The diagram of stress and displacement of the slope both shows that the surface of slope need to be anchored and the foot of slope need to be reinforced to reduce the displacement of slope and the stress concentration.
Through the Monte-Carlo method to analyses the reliability of the slope. The result shows, at the nature state, the destruction probability is 0%; at the saturation state, the destruction is 100%. The Fs of the two results both obedience the normal school, so the results are accordant with fact.
采用GLE法对魏家楼黄土边坡的坡脚开挖、坡度和水位变化等影响因素进行定量分析表明,天然状态下,边坡坡度为45°时,稳定系数为1.26,该边坡处于稳定状态;在边坡坡度为45°,相对水位分别为4m、8m、12m、16m时,稳定系数分别为1.21、1.04、0.92、0.83,表明随着含水率的升高,边坡的稳定性不断变差,直至完全失稳,需要采取治理措施;边坡在相对水位为16m,坡度为35°时,稳定系数达到1.25,表明当坡体含水率较高时,只有减小边坡坡度,才能够达到稳定状态。
运用FLAC3D软件对魏家楼黄土边坡进行应力和位移的三维数值模拟,通过对比第一、三、五、七步开挖后的位移和应力图,表明随着开挖的进行,边坡开挖面位移增大,对边坡稳定性影响较为严重;在坡脚出现应力集中使边坡处于亚稳定状态;需要对开挖面进行锚固且对坡脚进行加固以有效减小坡体位移和坡脚应力集中。
采用Monte-Carlo法对该边坡的稳定性进行可靠性分析,得出在天然状态下,边坡破坏概率为0%;在相对水位为16m状态下,边坡破坏概率为100%,两种情况的稳定系数均服从正态分布,和实际相符。
With the rapid development of the transportation, it’s requiring to build a lot of different grade roads in different geological conditions. In loess area, the destruction of highway always happens because of the loess slide. It often takes many severe effects to the normal management of the highroad. So this paper take the Wei Jialou loess slope in Zi Jing highway as the research object, at the basic of fully discuss the physiognomy, stratum lithology, hydrogeology and the man-made factor, analyses the main factor of effecting the stability of the loess is highness, gradient, excavation and continuous rainstorm.
This paper adopts the GLE method to do the quantification analyses to the factors which are excavation of the foot of the slope, gradient and the water table. The result shows that: in the nature state, when the gradient is 45°, the Fs is 1.26, the slope at the stable state. When the gradient is 45°and the relative water table respective in 4m, 8m, 12m, 16m, the Fs is 1.21, 1.04, 0,92, 0.83, which indicates that with the w rise, the stability of slope becomes bad till to the slope completely destroyed, so the slope needs to be treated with. When the respective water table is 16m and the gradient is 45°, the Fs reach to 1.25, which indicate when the w of the slope body is high, if reduce the gradient, the slope would be in stable state. Taking the FLAC3D software does 3-D numerical simulation to analyses the stress and displacement to the Wei Jialou loess slope. After contrasting the diagram of displacement and stress of the first, third, fifth and seventh step excavations, which indicates that with excavating, the displacement of the slope is increasing, which serious affect the stability of the slope. And the diagram also shows that the stress concentration made the slope in the stable state. The diagram of stress and displacement of the slope both shows that the surface of slope need to be anchored and the foot of slope need to be reinforced to reduce the displacement of slope and the stress concentration.
Through the Monte-Carlo method to analyses the reliability of the slope. The result shows, at the nature state, the destruction probability is 0%; at the saturation state, the destruction is 100%. The Fs of the two results both obedience the normal school, so the results are accordant with fact.
引文
[1] 严西华.黄土高路堑边坡稳定性分析:[学位论文].西安:长安大学,2001
[2] 徐张建.中国黄土与黄土滑坡[J].岩石力学与工程学报.2007,26(7):1297~1312
[3] 王念秦.黄土滑坡灾害研究[M].甘肃:兰州大学出版社,2005
[4] 俸锦福.向家山滑坡机理及稳定性研究:[学位论文].重庆:重庆大学,2006.4
[5] 彭文祥.岩质边坡稳定性模糊分析耒水小东江电站左岸滑坡治理研究:[学位论文].长沙:中南大学,2004
[6] 岩土工程手册编写委员会.岩土工程手册[M].中国建筑工业出版社,1995
[7] 谢颂华.边坡稳定性评估专家系统研究:[学位论文].武汉:武汉理工大学,2002
[8] 孙玉科等.边坡稳定性分析[M].北京:北京科学出版社,1999.34~44
[9] E.Hoek 等.岩石边坡工程[M].北京:冶金出版社,1981.23~43
[10] 杨学堂等.边坡稳定性评价方法及趋势[J].土木工程技术,2004,18(2):103~106
[11] 蔡美峰等.岩石力学与工程[M].北京:科学出版社,2002.379~392
[12] 艾志雄等.FLAC 基本原理及其在边坡稳定性分析中的应用[J].灾害与防治工程, 2006,60:19~24
[13] 雷晓燕.岩土工程数值分析方法[M].北京:中国煤炭出版社,2000
[14] P.A.Cundall. Distinct Element Methods of Rock and Soil Structure[J]. Analytical and Computational Methods in Engineering Rock Mechanics, 1986,7: 129~163
[15] S.L.Crouch.Boundary Element Methods in Solid Mechanics[J]. Applied Ocean Research,1983,5(2): 117~128
[16] 张雪东等.用 FLAC3D 分析呷爬滑坡的变形特征[J].岩土力学,2005, 26(1):131~134
[17] 魏继红.FLAC3D 在边坡稳定性分析中的应用[J].勘察科学技术.2005, (2):27~30
[18] 李靖.黄土边坡稳定性图解法[J].岩土工程学报.1998,20(4):40~43
[19] 张永双.砂黄土高边坡稳定性的数值模拟研究[J].地质力学学报.2004,10(4):357~359
[20] 叶万军.阶梯状黄土路堑高边坡稳定性分析方法[J].水文地质工程地质. 2005,6:75~78
[21] 王念秦.黄土滑坡发育规律及其防治措施研究:[学位论文].成都:成都理工大学,2004
[22] 王永焱.中国黄土的结构特征及物理力学性质[M].北京:科学出版社,1990
[23] D.G.弗雷德隆德,H.拉哈尔佐.非饱和土土力学[M].北京:中国建筑工业出版社,1997
[24] 张鹏.勉宁高速公路夏家河滑坡稳定性评价及加固技术研究:[学位论文].西安:西安科技大学,2007
[25] 吉彬彬.山西省黄土地区高速公路沿线滑坡稳定性分析与评价:[学位论文].西安:西安科技大学,2007
[26] 陈祖煜等.岩质边坡稳定性分析[M].北京:中国水利水电出版社,2005.728~734
[27] 高涛 .SLOPE/W 程序在土质边坡稳定性分析中的应用 [J]. 西安科技大学学报,2006,26(2):184~188
[28] 涂杰楠.Geo-Studio 在黄土边坡分析中的应用[J].山西建筑,2007,33(35):359~360
[29] John Krahn. Stability Modeling With SLOPE/W[R]. Canada: GEO-SLOPE/W International Ltd., 2004
[30] Fredlund.D.G, Comparison of slope stability methods of analysis[J].Canadian Geological Journal, 1977, 14(3)
[31] 张鲁渝.一个用于边坡稳定分析的通用条分法[J].岩石力学与工程学报,2005,24(3)
[32] 刘波,陶龙光.地铁隧道短台阶矿山法施工地层沉降三维数值分析[J].隧道建设, 2005,25(4):1~3
[33] 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
[34] Itasca Consulting Group,Inc. Introduction,Fast Lagrangian Analysis of Continua in 3 Dimensions. Online Manual Table of Contents[R].USA:Itasca Consulting Group,Inc.,2005
[35] Constitutive models: Theory and implementation. Fast Lagrangian Analysis of Continua in 3 Dimensions. Online Manual Table of Contents[R]. USA:Itasca Consulting Group,Inc., 2005,2-22~2-27
[36] 张学言.岩土塑性力学基础[M].天津:天津大学出版社, 2004,70~72
[37] 杨永香.特殊地质条件下龙潭隧道的围岩稳定性数值研究:[学位论文].武汉:中国科学院武汉岩土力学研究所, 2006
[38] 董鹏.基于ANSYS软件的FLAC3D实体建模[J].山西建筑,2007,33(3):350~351
[39] 苗青.边坡稳定性研究的随机分析方法[J].云南水力发电,2001,17(3):23~25
[40] 赵寿刚.蒙特卡罗法在土质边坡可靠性分析中的应用[J].人民黄河,2006,28(5):71~73
[41] 袁景.基于Monte-Carlo方法的边坡可靠性分析[J].辽宁工程技术大学学报,2005,24 (增):11~12
[2] 徐张建.中国黄土与黄土滑坡[J].岩石力学与工程学报.2007,26(7):1297~1312
[3] 王念秦.黄土滑坡灾害研究[M].甘肃:兰州大学出版社,2005
[4] 俸锦福.向家山滑坡机理及稳定性研究:[学位论文].重庆:重庆大学,2006.4
[5] 彭文祥.岩质边坡稳定性模糊分析耒水小东江电站左岸滑坡治理研究:[学位论文].长沙:中南大学,2004
[6] 岩土工程手册编写委员会.岩土工程手册[M].中国建筑工业出版社,1995
[7] 谢颂华.边坡稳定性评估专家系统研究:[学位论文].武汉:武汉理工大学,2002
[8] 孙玉科等.边坡稳定性分析[M].北京:北京科学出版社,1999.34~44
[9] E.Hoek 等.岩石边坡工程[M].北京:冶金出版社,1981.23~43
[10] 杨学堂等.边坡稳定性评价方法及趋势[J].土木工程技术,2004,18(2):103~106
[11] 蔡美峰等.岩石力学与工程[M].北京:科学出版社,2002.379~392
[12] 艾志雄等.FLAC 基本原理及其在边坡稳定性分析中的应用[J].灾害与防治工程, 2006,60:19~24
[13] 雷晓燕.岩土工程数值分析方法[M].北京:中国煤炭出版社,2000
[14] P.A.Cundall. Distinct Element Methods of Rock and Soil Structure[J]. Analytical and Computational Methods in Engineering Rock Mechanics, 1986,7: 129~163
[15] S.L.Crouch.Boundary Element Methods in Solid Mechanics[J]. Applied Ocean Research,1983,5(2): 117~128
[16] 张雪东等.用 FLAC3D 分析呷爬滑坡的变形特征[J].岩土力学,2005, 26(1):131~134
[17] 魏继红.FLAC3D 在边坡稳定性分析中的应用[J].勘察科学技术.2005, (2):27~30
[18] 李靖.黄土边坡稳定性图解法[J].岩土工程学报.1998,20(4):40~43
[19] 张永双.砂黄土高边坡稳定性的数值模拟研究[J].地质力学学报.2004,10(4):357~359
[20] 叶万军.阶梯状黄土路堑高边坡稳定性分析方法[J].水文地质工程地质. 2005,6:75~78
[21] 王念秦.黄土滑坡发育规律及其防治措施研究:[学位论文].成都:成都理工大学,2004
[22] 王永焱.中国黄土的结构特征及物理力学性质[M].北京:科学出版社,1990
[23] D.G.弗雷德隆德,H.拉哈尔佐.非饱和土土力学[M].北京:中国建筑工业出版社,1997
[24] 张鹏.勉宁高速公路夏家河滑坡稳定性评价及加固技术研究:[学位论文].西安:西安科技大学,2007
[25] 吉彬彬.山西省黄土地区高速公路沿线滑坡稳定性分析与评价:[学位论文].西安:西安科技大学,2007
[26] 陈祖煜等.岩质边坡稳定性分析[M].北京:中国水利水电出版社,2005.728~734
[27] 高涛 .SLOPE/W 程序在土质边坡稳定性分析中的应用 [J]. 西安科技大学学报,2006,26(2):184~188
[28] 涂杰楠.Geo-Studio 在黄土边坡分析中的应用[J].山西建筑,2007,33(35):359~360
[29] John Krahn. Stability Modeling With SLOPE/W[R]. Canada: GEO-SLOPE/W International Ltd., 2004
[30] Fredlund.D.G, Comparison of slope stability methods of analysis[J].Canadian Geological Journal, 1977, 14(3)
[31] 张鲁渝.一个用于边坡稳定分析的通用条分法[J].岩石力学与工程学报,2005,24(3)
[32] 刘波,陶龙光.地铁隧道短台阶矿山法施工地层沉降三维数值分析[J].隧道建设, 2005,25(4):1~3
[33] 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
[34] Itasca Consulting Group,Inc. Introduction,Fast Lagrangian Analysis of Continua in 3 Dimensions. Online Manual Table of Contents[R].USA:Itasca Consulting Group,Inc.,2005
[35] Constitutive models: Theory and implementation. Fast Lagrangian Analysis of Continua in 3 Dimensions. Online Manual Table of Contents[R]. USA:Itasca Consulting Group,Inc., 2005,2-22~2-27
[36] 张学言.岩土塑性力学基础[M].天津:天津大学出版社, 2004,70~72
[37] 杨永香.特殊地质条件下龙潭隧道的围岩稳定性数值研究:[学位论文].武汉:中国科学院武汉岩土力学研究所, 2006
[38] 董鹏.基于ANSYS软件的FLAC3D实体建模[J].山西建筑,2007,33(3):350~351
[39] 苗青.边坡稳定性研究的随机分析方法[J].云南水力发电,2001,17(3):23~25
[40] 赵寿刚.蒙特卡罗法在土质边坡可靠性分析中的应用[J].人民黄河,2006,28(5):71~73
[41] 袁景.基于Monte-Carlo方法的边坡可靠性分析[J].辽宁工程技术大学学报,2005,24 (增):11~12