基于正交试验的岩质边坡动力稳定性分析
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摘要
在通过实地调研"5.12"大地震后汶川震区附近道路沿线的边坡失稳与地形地貌关系的基础上,总结地震引起的边坡失稳在该区域分布以沿河流水系呈线状分布;地震引发的滑坡多集中在坡度20°～50°范围的边坡上,开始滑动的位置大多发育在边坡的中上部。采用FLAC3D方法建立四川震区理县至小金公路工程中豹子嘴岩质边坡三维数值模型,以永久位移作为评价指标,在对四川"5.12"汶川MS8.0大地震中理县地震台实测地震波校正的基础上,对该岩质边坡在地震荷载作用下的动力稳定性进行数值模拟。计算结果表明:该岩质边坡在地震荷载作用下并未出现明显的拉应力区,主要以"压-剪"破坏模式为主。同时,采用正交试验设计方法,对该段边坡动力稳定性进行敏感性分析,敏感性由大到小的顺序为:坡比,水平地震加速度,竖直地震加速度,摩擦角,黏聚力。
Based on spot investigation for relation between slope failure and topography-physiognomy in seismic area in "5?12" Wenchuan earthquake,the distribution features of slope failure were linear distribution along river systems in that region.Landslide induced by earthquake mainly existed in slope with slope angle in 20°?50° and origin sliding position mostly generated in middle-upper part of slope.Three-dimensional numerical model for rock slope of Lixian—Xiaojin highway in Sichuan province was established by adopting FLAC3D.Based on permanent displacement as evaluation index,the measured seismic wave of Lixian seismic station in "5?12" Wenchuan earthquake with earthquake magnitude of MS8.0 was adopted to make dynamic stability analysis for the slope.The calculation results show that obvious tension stress zones do not exist and main failure model is "press?shear" of the rock slope during the earthquake.Moreover,orthogonal test method is adopted to make sensitivity analysis for the rock slope dynamic stability.The calculation results of sensitivity are from big to small as follows: slope angle,horizontal earthquake acceleration,vertical earthquake acceleration,friction angle and cohesion.
Based on spot investigation for relation between slope failure and topography-physiognomy in seismic area in "5?12" Wenchuan earthquake,the distribution features of slope failure were linear distribution along river systems in that region.Landslide induced by earthquake mainly existed in slope with slope angle in 20°?50° and origin sliding position mostly generated in middle-upper part of slope.Three-dimensional numerical model for rock slope of Lixian—Xiaojin highway in Sichuan province was established by adopting FLAC3D.Based on permanent displacement as evaluation index,the measured seismic wave of Lixian seismic station in "5?12" Wenchuan earthquake with earthquake magnitude of MS8.0 was adopted to make dynamic stability analysis for the slope.The calculation results show that obvious tension stress zones do not exist and main failure model is "press?shear" of the rock slope during the earthquake.Moreover,orthogonal test method is adopted to make sensitivity analysis for the rock slope dynamic stability.The calculation results of sensitivity are from big to small as follows: slope angle,horizontal earthquake acceleration,vertical earthquake acceleration,friction angle and cohesion.
引文
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[3]李海波,蒋会军,赵坚,等.动荷载作用下岩体工程安全的几个问题[J].岩石力学与工程学报,2003,22(11):1887-1891.LI Hai-bo,JIANG Hui-jun,ZHAO Jian,et al.Some problems about safety analysis of rock engineering under dynamic load[J].Chinese Journal of Rock Mechanics and Engineering,2003,22(11):1887-1891.
[4]Shou K J,WANG C F.Analysis of the Chiufengershan landslide triggered by the 1999 Chi-Chi earthquake in Taiwan[J].Engineering Geology,2003,68:237-250
[5]Keefer D V.Landslides caused by earthquakes[J].Geological Society of America Bulletin,l984,95(4):406-421.
[6]黄润秋.汶川8.0级地震触发崩滑灾害机制及其地质力学模式[J].岩石力学与工程学报,2009,28(6):1239-1249.HUANG Run-qiu.Mechanism and geomechanical modes of landslide hazards triggered by Wenchuan 8.0 earthquake[J].Chinese Journal of Rock Mechanics and Engineering,2009,28(6):1239-1249.
[7]Richter C F.Elementary seismology[M].San Francisco:W.H.Freeman and Co,1958:23-67.
[8]Keefer D V.Landslides caused by earthquakes[J].Geological Society of America Bulletin,1984,95(4):406-421.
[9]Rodriguez C E,Bommer J J,Chandler R J.Earthquake-induced landslides:1980—1997[J].Soil Dynamics and Earthquake Engineering,1999,18:325-346.
[10]李铁汉,潘别桐.岩体力学[M].北京:地质出版社,1980:47-64.LI Tie-han,PAN Bie-tong.Rock mechanics[M].Beijing:Geology Press,1980:47-64.
[11]Gazetas G.Seismic response of earth dams:Some recent developments[J].Soil Dyn Earthq Engrg,1987,6(1):3-47.
[12]王存玉.地震条件下二滩水库岸坡稳定性研究[C]//岩体工程地质力学问题(七).北京:科学出版社,1987:67-81.WANG Cun-yu.Study of slope stability for Ertan reservoir under earthquake condition[C]//Engineering and Geological Mechanical Question for Rock(Seven).Beijing:Science Press,1987:67-81.
[13]Itasca Consulting Group Inc.FLAC-3D(Fast Lagrangian analysis of continua in 3 dimensions),version 2.00,users manual(VolⅤ)[Z].Minneapolis,USA:Itasca Consulting Group Inc,1997:101-128.
[14]方开泰,马长兴.正交设计与均匀设计[M].北京:科学出版社,2001:1-17.FANG Kai-tai,MA Chang-xing.Orthogonal and homogeneous design[M].Beijing:Science Press,2001:1-17.
[15]陈希孺.数理统计引论[M].北京:科学出版社,1997:5-22.CHEN Xi-ru.Statistics introduction[M].Beijing:Science Press,1997:5-22.
[16]Wilson R C,Keefer D K.A real limits of earthquake-induced landsliding[C]//Evaluating Earthquake Hazards in the Los Angeles Region.Washington:US GPO Edition Press,1985:316-345.
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