基于软件phase2的软硬互层反倾岩质边坡稳定性与破坏模式研究
|
摘要
反倾岩质边坡的岩性特征、坡角、岩层倾角等自身特性主导了边坡的变形破坏的模式和稳定性.针对这一问题,国内外学者在均质反倾岩质边坡方面已经取得了丰富的研究成果并达成共识,然而,对于软硬互层的反倾岩质边坡其研究工作开展较少.鉴于此,本文以phase2为工具,采用数值模拟手段对软硬互层的反倾岩质边坡的稳定性和破坏模式进行研究.计算结果表明:软硬互层反倾岩质边坡的安全系数随着坡角β的增加逐渐降低.当坡角小于60°时,岩层倾角和软岩/硬岩层厚比的增加均会导致稳定性变差.当坡角大于60°时,岩层倾角和软岩/硬岩层厚比对稳定性影响很小;当坡角或岩层倾角小于45°时,软硬互层反倾岩质边坡破坏的倾倒特征并不明显,当坡角或岩层倾角大于45°时,随着坡角或岩层倾角的增加,边坡破坏的起始区域由边坡坡脚前缘向边坡坡面上部转移,随着软岩/硬岩层厚比的增加边坡的破坏面逐渐由直线型向圆弧形发展.
The lithological characteristics,slope angle and rock dumping angle of the anti-dumping rock slope dominate the mode and stability of the deformation and failure of the slope.In light of this problem,domestic and foreign scholars have achieved rich research results and reached consensus on homogeneous anti-dumping rock slopes.However,there are few research work on anti-dumping rock slopes with soft and hard interbeds.In view of this,software phase2 is used as a tool in this paper to study the stability and failure mode of antidumping rock slopes of soft and hard interbeds by numerical simulation.The calculation results show:The safety factor of the soft-hard interbedded anti-dumping rock slope decreases with the increase of the slope angleβ;when the slope angle is less than 60°,the increase of the rock dumping angle and the soft rock/hard rock layer thickness ratio will lead to the stability deterioration.When the slope angle is greater than 60°,the rock dumping angle and the soft rock/hard rock layer thickness ratio have little effect on the stability.When the slope angle or the inclination angle of the rock is less than 45°,the dumping characteristics of the softhard interbedded anti-dumping rock slope are not obvious;when the slope angle or the rock angle is greater than 45°,with the increase of slope angle or inclination angle,the initial area of slope failure is transferred from the front edge of the slope to the upper part of the slope;as the thickness ratio of soft rock/hard rock increases,the failure surface of the slope gradually develops from linear to circular.
The lithological characteristics,slope angle and rock dumping angle of the anti-dumping rock slope dominate the mode and stability of the deformation and failure of the slope.In light of this problem,domestic and foreign scholars have achieved rich research results and reached consensus on homogeneous anti-dumping rock slopes.However,there are few research work on anti-dumping rock slopes with soft and hard interbeds.In view of this,software phase2 is used as a tool in this paper to study the stability and failure mode of antidumping rock slopes of soft and hard interbeds by numerical simulation.The calculation results show:The safety factor of the soft-hard interbedded anti-dumping rock slope decreases with the increase of the slope angleβ;when the slope angle is less than 60°,the increase of the rock dumping angle and the soft rock/hard rock layer thickness ratio will lead to the stability deterioration.When the slope angle is greater than 60°,the rock dumping angle and the soft rock/hard rock layer thickness ratio have little effect on the stability.When the slope angle or the inclination angle of the rock is less than 45°,the dumping characteristics of the softhard interbedded anti-dumping rock slope are not obvious;when the slope angle or the rock angle is greater than 45°,with the increase of slope angle or inclination angle,the initial area of slope failure is transferred from the front edge of the slope to the upper part of the slope;as the thickness ratio of soft rock/hard rock increases,the failure surface of the slope gradually develops from linear to circular.
引文
[1]Goodman R E,Bray J W.Toppling of Rock Slopes[C].M.ASCE/Bouider.Proceeding of the Specialty Conference on Rock Engineering for Foundations and Slopes.Colorado,1976,201-234.
[2]陈祖煜.岩质高边坡失稳破坏机理及分析方法的研究(“八五”国家重点科技攻关项目)[R].1995:20-26.
[3]Hungr O,Evans S G.The occurrence and classification of massive rock slope failure.Felsbau,2004,22(2):16.
[4]陈从新,黄平路,等.岩层倾角影响顺层岩石边坡稳定性的模型试验研究[J].岩土力学,2007,28(3):476-481.
[5]徐佩华,黄润秋,等.锦屏水电站解放沟反倾高边坡变形机制的探讨[J].工程地质学报,2004,12(3):247-252.
[6]李树武.满苍江乌弄龙水电站坝址右岸大型倾倒体变形特征、成因机制及稳定性研究[D].成都:成都理工大学,2012.
[7]刘云鹏,黄润秋,等.反倾板裂岩体边坡振动物理模拟试验研究[J].成都理工大学学报(自然科学版),2011,38(4):413-421.
[8]郑志勇,余海兵,等.软硬岩互层边坡的破坏模式及稳定性研究[J].长江科学院院报,2016,33(9):102-106.
[9]李明霞,董联杰.层状反倾边坡变形特征及影响因素分析[J].计算力学学报,2015,32(6):831-837.
[10]张社荣,谭尧升,等.多层软弱夹层边坡岩体破坏机制与稳定性研究[J].岩石力学与工程学报,2014,35(6):1695-1702.
[2]陈祖煜.岩质高边坡失稳破坏机理及分析方法的研究(“八五”国家重点科技攻关项目)[R].1995:20-26.
[3]Hungr O,Evans S G.The occurrence and classification of massive rock slope failure.Felsbau,2004,22(2):16.
[4]陈从新,黄平路,等.岩层倾角影响顺层岩石边坡稳定性的模型试验研究[J].岩土力学,2007,28(3):476-481.
[5]徐佩华,黄润秋,等.锦屏水电站解放沟反倾高边坡变形机制的探讨[J].工程地质学报,2004,12(3):247-252.
[6]李树武.满苍江乌弄龙水电站坝址右岸大型倾倒体变形特征、成因机制及稳定性研究[D].成都:成都理工大学,2012.
[7]刘云鹏,黄润秋,等.反倾板裂岩体边坡振动物理模拟试验研究[J].成都理工大学学报(自然科学版),2011,38(4):413-421.
[8]郑志勇,余海兵,等.软硬岩互层边坡的破坏模式及稳定性研究[J].长江科学院院报,2016,33(9):102-106.
[9]李明霞,董联杰.层状反倾边坡变形特征及影响因素分析[J].计算力学学报,2015,32(6):831-837.
[10]张社荣,谭尧升,等.多层软弱夹层边坡岩体破坏机制与稳定性研究[J].岩石力学与工程学报,2014,35(6):1695-1702.