伏龙口水电站蓄水后内六铁路路基稳定性研究
摘要
随着交通建设的快速发展,沿河流、水库修建的高速公路、铁路越来越多,库岸路基稳定性问题引起广泛的关注。内六铁路位于横江伏龙口水电站左岸上,水库正常蓄水292m。水库蓄水后路堤边坡的自然平衡状态将被改变,在这种情况水岩相互作用可能会使内六铁路路基失稳破坏。它不仅影响到水库的正常运作和高速公路运营安全,还直接影响到当地居民的生命财产安全。
本文以内六铁路路基边坡为研究对象,根据岸坡岩体的结构特征、物质组成、以及铁路与蓄水位的关系,将库岸分为五个区段进行研究。首先对内六铁路五个区段的地形地貌、地质构造、地质岩性、坡体特征等工程地质条件调查；用卡丘金方法对五个区段进行塌岸预测,结果表明第四区段路基塌岸最严重,所以该路基段作为重点研究路段。其次,对选出重点研究路基段来分析其失稳模式及稳定状况,建立稳定性计算模型,用极限平衡条分法对路基边坡稳定性进行计算。运用传递系数法确重点定路基边坡在不同工况下的安全系数。采用运用plaxis有限元数值模拟对铁路路基稳定性进行模拟。
结果分析表明：本文对重点路段K143+970～K144+060段进行数值模拟,结果表明该段路基边坡在初始水位状态是稳定的。水库蓄水路基边坡是不稳定。数值模拟结果和计算结果相一致。该路基边坡的研究,对今后类似路基边坡的分析和加固工作具有一定借鉴意义。
Nowday, with the development of our country's railway, many railways were built along rivers, lakes and reservoir. The nei liu railway is located in the left bank of Reservoir area of heng jiang River's fulongkou power station. Library normal storage level elevation is about292meters.The natural balance of embankment slopes is changed after the impoundment.The interaction between water and rock makes slope instability and failured in special conditions. not only it affects the normal operation of hydropower stations and the highway operating safety, but also directly relates the safety and property of the local residents.
This paper mainly studies the railway roadbed slope which of the nei liu railway in the fulongkou reservoir area. It will be divided into five segments of roadbeds, According to the bank slope rock mass structure characteristics, material composition, as well as the railway and water level of reservoir bank. First of all, through field existing data, identify stratum lithology, physiognomy, geological formation, meteorological and hydrological condition; Using the Cacho method to prediet recycling width of water impact on reservoir banks embankment slope.the results show that the fourth section roadbed bank collapse is the most serious.Therefore, it is Correct that we should choose fourth sections focus on road. Secondly,based on the characteristics about the nei liu railway roadbed slope distribution and the stability of the slope, choose the focus on roadbed of the instability mode and stable situation, the model of stability calculation is established to analyze the stability of slope by the limit equilibrium slice method.The safety factors at the different working condition for roadbed slope can be determined by the transfer coefficient method.Last but not least, utilizing the software of PLAXIS completes simulation of the roadbed slope'stability.
The analysis and calculation results indicated:This paper focuses on the K143+970K144+060sections are numerically simulated, the results show that the roadbed slope at the initial water level state is safe.however, After a reservoir was filled with water, the roadbed slope is unstability.The numerical simulation results and the calculation results are consistent. The qualitative calculation the study of the roadbed slope might be used for referenee to the similar engineerings.
本文以内六铁路路基边坡为研究对象,根据岸坡岩体的结构特征、物质组成、以及铁路与蓄水位的关系,将库岸分为五个区段进行研究。首先对内六铁路五个区段的地形地貌、地质构造、地质岩性、坡体特征等工程地质条件调查；用卡丘金方法对五个区段进行塌岸预测,结果表明第四区段路基塌岸最严重,所以该路基段作为重点研究路段。其次,对选出重点研究路基段来分析其失稳模式及稳定状况,建立稳定性计算模型,用极限平衡条分法对路基边坡稳定性进行计算。运用传递系数法确重点定路基边坡在不同工况下的安全系数。采用运用plaxis有限元数值模拟对铁路路基稳定性进行模拟。
结果分析表明：本文对重点路段K143+970～K144+060段进行数值模拟,结果表明该段路基边坡在初始水位状态是稳定的。水库蓄水路基边坡是不稳定。数值模拟结果和计算结果相一致。该路基边坡的研究,对今后类似路基边坡的分析和加固工作具有一定借鉴意义。
Nowday, with the development of our country's railway, many railways were built along rivers, lakes and reservoir. The nei liu railway is located in the left bank of Reservoir area of heng jiang River's fulongkou power station. Library normal storage level elevation is about292meters.The natural balance of embankment slopes is changed after the impoundment.The interaction between water and rock makes slope instability and failured in special conditions. not only it affects the normal operation of hydropower stations and the highway operating safety, but also directly relates the safety and property of the local residents.
This paper mainly studies the railway roadbed slope which of the nei liu railway in the fulongkou reservoir area. It will be divided into five segments of roadbeds, According to the bank slope rock mass structure characteristics, material composition, as well as the railway and water level of reservoir bank. First of all, through field existing data, identify stratum lithology, physiognomy, geological formation, meteorological and hydrological condition; Using the Cacho method to prediet recycling width of water impact on reservoir banks embankment slope.the results show that the fourth section roadbed bank collapse is the most serious.Therefore, it is Correct that we should choose fourth sections focus on road. Secondly,based on the characteristics about the nei liu railway roadbed slope distribution and the stability of the slope, choose the focus on roadbed of the instability mode and stable situation, the model of stability calculation is established to analyze the stability of slope by the limit equilibrium slice method.The safety factors at the different working condition for roadbed slope can be determined by the transfer coefficient method.Last but not least, utilizing the software of PLAXIS completes simulation of the roadbed slope'stability.
The analysis and calculation results indicated:This paper focuses on the K143+970K144+060sections are numerically simulated, the results show that the roadbed slope at the initial water level state is safe.however, After a reservoir was filled with water, the roadbed slope is unstability.The numerical simulation results and the calculation results are consistent. The qualitative calculation the study of the roadbed slope might be used for referenee to the similar engineerings.
引文
[1]中华人民共和国国家标准.岩土工程勘察规范(GB50021-2001).中国建筑工业出版社.2002.
[2]陈祖煜.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.
[3]赵晓彦.类土质边坡特性及其设计理论研究.西南交通大学博士学位论文.成都.2005,05.
[4]赵明阶、何光春、王多垠.边坡工程处治技术.人民交通出版社,2003.
[5]孙巧银.浸水路基稳定性研究[D].长安大学研究生论文.2005
[6]GriffithsDV, LanePA. Slope stability analysis by finite elements [J]. Geotechnique.1999.49 (3).387-40
[7]郑颖人,时卫民,孔位学.库水位下降时渗透力及地下水浸润的计算[J].岩石力学与工程学报.2004.23(18).3203-3210
[8]杨海巍,冯永.库水位下降对库岸滑坡稳定性的影响[J].铁道建筑.2007(7)
[9]LouisC., Rock hydraulics Rock Mechanics[C]. Editedby. Muller Udine.1974. 299-387.
[10]Benmebarek N, Benmebarek S, Kastner R, and Soubra A-H. Passive and active earth ressure in the presence of groundwater flow[J]. Geotechnique.2006.56 (3).149-158.
[11]中国水力发电工程—工程地质卷,北京：中国电力出版社,2000.8
[12]邵国建,卓家寿,章青.岩体稳定性分析与评价准则研究.岩石力学与工程学报,2003,22(5)：691—696
[13]唐晓松,郑颖人.水位下降对边(滑)坡稳定性的影响[J].公路交通科技.2007.10.47.
[14]刘川顺,黄站峰.三峡水库水位泄降速度对库岸防护堤的影响[J].水利水运工程学报.2003.12.4.49-52
[15]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
[16]舒安平,匡尚富,徐永年.库区土质边坡稳定性分析[J].水利学报.2000.(5).17-21
[17]高冬光,田伟平.桥台的冲刷机理和冲刷深度[J].中国公路学报.1998.11(1).52-64
[18]郑颖人等.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).
[19]张雄.边坡稳定性分析的改进条分法[J].岩土工程学报.1994,16(3).
[20]李天斌.岩质工程高边坡稳定性及其控制的系统研究田.成都理工大学博士学位论文.成都.2002,5.
[21]陈雄.云南腾密公路典型高边坡病害治理措施研究[D].西南交通大学硕士学位论文.成都.2009,04.
[23]郑颖人等.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).
[24]汤连生,水一岩土反应的力学与环境效应研究[J]岩石力学与工程学报,2000,19(5)：681—682
[25]王照理,王焰新.水岩相互作用研究的回顾与展望[J]地球科学一中国地质大学学报,2002,27(2)：127—133
[26]王东珍,地下水对滑坡稳定评价的影响分析[J]水利水电决报,1991,20(22)：13-15
[27]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.
[28]李建林,王乐华,刘杰,等.岩石边坡工程.北京：中国水利水电出版社,2006.
[29]郑颖人,陈祖煌,王恭先,等.边坡与滑坡工程治理[M].北京：人民交通出版社,2007.
[30]《工程地质手册》编委会.工程地质手册(第四版)北京：中国建筑工业出版社,2007
[31]Wallg2Y. Researehon disPlacemen interion of struetural deformation and failure for bedding rock slope[J]. Seientia GeologiealSiniea,1998,7(2):217-224.
[32]黄润秋.高边坡整体稳定性评价探讨[J].水文地质与工程地质,1995,6：1-5.
[33]Chen Zu yU. Ageneralized solution for rock wedge stability analysis [J]. Intemational Joumalof Rock Meehanies&Mining Scienees.2004,41:613-628.
[34]D. V. Griffiths, P. A. lane. Slope stability analysis by finite elements [J]. Geotechnique,1999,49(3):387-403.
[35]BRAND E W, BRENNER R P, SOFT CLAY ENGEINEERING[M],1981,1-79.
[36]Whitman, R. V., Bailey, W. A., Use of Computers for Slope Stability of General Slip Surfaces[J], Geotechnique, 1965, 15(1): 1102 1113.
[37]Bishop, A. W, The Use of the Slip Circle in the Stability Analysis of Slopes[J], Geotechnique, 1955, 5(1):457-468.
[2]陈祖煜.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.
[3]赵晓彦.类土质边坡特性及其设计理论研究.西南交通大学博士学位论文.成都.2005,05.
[4]赵明阶、何光春、王多垠.边坡工程处治技术.人民交通出版社,2003.
[5]孙巧银.浸水路基稳定性研究[D].长安大学研究生论文.2005
[6]GriffithsDV, LanePA. Slope stability analysis by finite elements [J]. Geotechnique.1999.49 (3).387-40
[7]郑颖人,时卫民,孔位学.库水位下降时渗透力及地下水浸润的计算[J].岩石力学与工程学报.2004.23(18).3203-3210
[8]杨海巍,冯永.库水位下降对库岸滑坡稳定性的影响[J].铁道建筑.2007(7)
[9]LouisC., Rock hydraulics Rock Mechanics[C]. Editedby. Muller Udine.1974. 299-387.
[10]Benmebarek N, Benmebarek S, Kastner R, and Soubra A-H. Passive and active earth ressure in the presence of groundwater flow[J]. Geotechnique.2006.56 (3).149-158.
[11]中国水力发电工程—工程地质卷,北京：中国电力出版社,2000.8
[12]邵国建,卓家寿,章青.岩体稳定性分析与评价准则研究.岩石力学与工程学报,2003,22(5)：691—696
[13]唐晓松,郑颖人.水位下降对边(滑)坡稳定性的影响[J].公路交通科技.2007.10.47.
[14]刘川顺,黄站峰.三峡水库水位泄降速度对库岸防护堤的影响[J].水利水运工程学报.2003.12.4.49-52
[15]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
[16]舒安平,匡尚富,徐永年.库区土质边坡稳定性分析[J].水利学报.2000.(5).17-21
[17]高冬光,田伟平.桥台的冲刷机理和冲刷深度[J].中国公路学报.1998.11(1).52-64
[18]郑颖人等.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).
[19]张雄.边坡稳定性分析的改进条分法[J].岩土工程学报.1994,16(3).
[20]李天斌.岩质工程高边坡稳定性及其控制的系统研究田.成都理工大学博士学位论文.成都.2002,5.
[21]陈雄.云南腾密公路典型高边坡病害治理措施研究[D].西南交通大学硕士学位论文.成都.2009,04.
[23]郑颖人等.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).
[24]汤连生,水一岩土反应的力学与环境效应研究[J]岩石力学与工程学报,2000,19(5)：681—682
[25]王照理,王焰新.水岩相互作用研究的回顾与展望[J]地球科学一中国地质大学学报,2002,27(2)：127—133
[26]王东珍,地下水对滑坡稳定评价的影响分析[J]水利水电决报,1991,20(22)：13-15
[27]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.
[28]李建林,王乐华,刘杰,等.岩石边坡工程.北京：中国水利水电出版社,2006.
[29]郑颖人,陈祖煌,王恭先,等.边坡与滑坡工程治理[M].北京：人民交通出版社,2007.
[30]《工程地质手册》编委会.工程地质手册(第四版)北京：中国建筑工业出版社,2007
[31]Wallg2Y. Researehon disPlacemen interion of struetural deformation and failure for bedding rock slope[J]. Seientia GeologiealSiniea,1998,7(2):217-224.
[32]黄润秋.高边坡整体稳定性评价探讨[J].水文地质与工程地质,1995,6：1-5.
[33]Chen Zu yU. Ageneralized solution for rock wedge stability analysis [J]. Intemational Joumalof Rock Meehanies&Mining Scienees.2004,41:613-628.
[34]D. V. Griffiths, P. A. lane. Slope stability analysis by finite elements [J]. Geotechnique,1999,49(3):387-403.
[35]BRAND E W, BRENNER R P, SOFT CLAY ENGEINEERING[M],1981,1-79.
[36]Whitman, R. V., Bailey, W. A., Use of Computers for Slope Stability of General Slip Surfaces[J], Geotechnique, 1965, 15(1): 1102 1113.
[37]Bishop, A. W, The Use of the Slip Circle in the Stability Analysis of Slopes[J], Geotechnique, 1955, 5(1):457-468.