某公路桥桥基区岩质边坡稳定性评价
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摘要
该公路桥桥基区位于高山峡谷地区,边坡稳定性评价问题尤为重要。本文选择具有代表性的两类典型地质剖面,岩土体分层和结构面切割控制滑移模式。设计了结构面不同切割厚度、不同剪出口位置和不同剪出角度等计算方案,对该区高陡边坡的稳定性进行了探讨。根据计算得到的安全系数,确定了其最不利滑移模式。在此基础上,对其自然状态、自然+地震、饱水状态和饱水+地震等工况下的稳定性进行了计算分析,发现存在两类典型最不利失稳模式,即浅层滑移模式和结构面切割滑移模式。前者规模有限,危害不大;后者规模相对较大。对工程危害较大,建议对其作锚固和护面处理,也应对坡脚相对软弱层作补强处理。
The base of the highway bridge locates in alpine valley region.Its slope stability problem is particularly important.Two kinds of typical geological section are selected to discuss the stability of the high and steep slope.It obtains rock and soil stratification and fissure plane slipping mode.The computing schemes such as different thickness cutting by fissure plane,different shearing location and shearing angle are designed to study its stability.According to the safety factor calculated,the worst slipping mode is determined.Based on these,its stability under natural condition,natural and seismic condition,saturated condition,saturated and seismic condition is analyzed.It is found that there lives two types of unstable mode,one is shallow slipping mode,the other is fissure plane cutting slipping mode.The scale of the former is limited,so its damage is little.Vice versus,the damage of the latter is notable for its large scale.So the engineering strengthening measure should be taken.
The base of the highway bridge locates in alpine valley region.Its slope stability problem is particularly important.Two kinds of typical geological section are selected to discuss the stability of the high and steep slope.It obtains rock and soil stratification and fissure plane slipping mode.The computing schemes such as different thickness cutting by fissure plane,different shearing location and shearing angle are designed to study its stability.According to the safety factor calculated,the worst slipping mode is determined.Based on these,its stability under natural condition,natural and seismic condition,saturated condition,saturated and seismic condition is analyzed.It is found that there lives two types of unstable mode,one is shallow slipping mode,the other is fissure plane cutting slipping mode.The scale of the former is limited,so its damage is little.Vice versus,the damage of the latter is notable for its large scale.So the engineering strengthening measure should be taken.
引文
[1]陈祖煜,汪小刚,杨健,等.岩质边坡稳定性分析—原理.方法.程序[M].北京:中国水利水电出版社,2005.
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[5]孙广忠.岩体结构力学[M].北京:科学出版社,1998.
[6]周维垣.高等岩石力学[M].北京:水利电力出版社,1990.
[7]GB50021-2001,岩土工程勘察规范[S].
[8]王兰生,李天斌,赵其华.浅生时效构造与人类工程[M].北京:地质出版社,1994.
[9]黄昌乾,丁恩保.边坡工程常用稳定性分析方法[J].水电站设计,1999,15(1):53-58.
[10]BISHOP A W.The use of the slip circle in the stabilityanalysis of slopes[J].Geotechnique,1955,5(1):7-17.
[11]Morgenstern N R,Price V E.The analysis of the stability ofgeneral slip surfaces[J].Geotechnique,1965,15(1):79-93.
[12]SPENCER E A.Method of analysis of the stability ofembankments assuming parallel interslice forces[J].Geotechnique,1967,17(1):11-26.
[13]杨坤,周创兵,张昕,等.边坡块状结构岩体模糊随机可靠性分析[J].岩石力学与工程学报,2006,25(2):407-413.
[14]钟登华,李明超,杨建敏.复杂工程岩体结构三维可视化构造及其应用[J].岩石力学与工程学报,2005,24(4):576-580.
[2]《岩土工程手册》编写委员会.岩土工程手册[M].北京:中国建筑工业出版社,1994.
[3]周思孟.复杂岩体若干岩石力学问题[M].北京:中国水利水电出版社,1998.
[4]谷德振.岩体工程地质力学基础[M].北京:科学出版社,1979.
[5]孙广忠.岩体结构力学[M].北京:科学出版社,1998.
[6]周维垣.高等岩石力学[M].北京:水利电力出版社,1990.
[7]GB50021-2001,岩土工程勘察规范[S].
[8]王兰生,李天斌,赵其华.浅生时效构造与人类工程[M].北京:地质出版社,1994.
[9]黄昌乾,丁恩保.边坡工程常用稳定性分析方法[J].水电站设计,1999,15(1):53-58.
[10]BISHOP A W.The use of the slip circle in the stabilityanalysis of slopes[J].Geotechnique,1955,5(1):7-17.
[11]Morgenstern N R,Price V E.The analysis of the stability ofgeneral slip surfaces[J].Geotechnique,1965,15(1):79-93.
[12]SPENCER E A.Method of analysis of the stability ofembankments assuming parallel interslice forces[J].Geotechnique,1967,17(1):11-26.
[13]杨坤,周创兵,张昕,等.边坡块状结构岩体模糊随机可靠性分析[J].岩石力学与工程学报,2006,25(2):407-413.
[14]钟登华,李明超,杨建敏.复杂工程岩体结构三维可视化构造及其应用[J].岩石力学与工程学报,2005,24(4):576-580.
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