基于滑坡变形分区的锁固型滑坡稳定性分析研究
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摘要
锁固型滑坡是一类典型的边坡破坏失稳模式,锁固段的稳定性控制该类边坡的整体稳定。以阿海水电站进场公路K62滑坡为研究对象,基于现场调查和地表变形监测分析结果,确定了锁固段的位置及空间分布;利用有限元及人工神经网络RBF模型反演分析了滑坡体及锁固段岩土体的抗滑参数;分析研究了剪切破坏模式下锁固段的稳定性。研究结果表明:锁固段的稳定性系数为1. 85,处于稳定状态,滑坡整体滑动面未贯通,滑坡处于蠕滑变形阶段。
Locking landslide is a typical type of slope failure instability model.The overall stability of the slope is controlled by the stability of the locking section.Taking the K62 landslide on the approach road of the Ahai Hydropower Station as the research object,based on the field survey and the analysis of the surface deformation monitoring results,the location and spatial distribution of the locking segment were determined.The finite element and the artificial neural network RBF model were used to analyze the sliding body and the anti-sliding parameters of the rock mass in the locking section;the locks in the shear failure mode were analyzed.The stability study of the solid section shows that the stability coefficient of the locking section is 1.85,which is in a stable state.The overall sliding surface of the landslide is not penetrated,and the landslide is in the stage of creep deformation.
Locking landslide is a typical type of slope failure instability model.The overall stability of the slope is controlled by the stability of the locking section.Taking the K62 landslide on the approach road of the Ahai Hydropower Station as the research object,based on the field survey and the analysis of the surface deformation monitoring results,the location and spatial distribution of the locking segment were determined.The finite element and the artificial neural network RBF model were used to analyze the sliding body and the anti-sliding parameters of the rock mass in the locking section;the locks in the shear failure mode were analyzed.The stability study of the solid section shows that the stability coefficient of the locking section is 1.85,which is in a stable state.The overall sliding surface of the landslide is not penetrated,and the landslide is in the stage of creep deformation.
引文
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[2]刘汉东,牛林峰,袁富强,等.地震波频率对层状岩质边坡动力响应影响的试验研究[J].水文地质工程地质,2018,45(2):77-83.
[3]LAJTAI E Z.Strength of discontinuous rocks in direct shear[J].Geotechnique,1969(2):218-219.
[4]GEHLE C,KUTTER H K.Breakage and shear behavior of intermittent rock joints[J].International journal of rock mechanics and mining science,2003,405(5):687-700.
[5]GOODMAN R E.Methods of geological engineering in discontinuous rock[M].Eagan:West Publishing Company,1976.
[6]BRAWNER C O.Examples of open pit mining instability[J].International journal of mining,reclamation and environment,1987,1:148-155.
[7]罗国熠.岩坡优势面分析理论与方法[M].北京:科学出版社,1999.
[8]黄润秋,许强.中国典型灾难性滑坡[M].北京:科学出版社,2008.
[9]郑明新.论滑带土强度特征及强度参数的反算法[J].岩土力学,2003,24(4):528-532.
[10]柴波,殷坤龙,简文星.滑坡计算参数反演分析的优化算法[J].武汉理工大学学报,2007,29(11):98-102.
[11]王忠福,刘汉东,何思明.阿海水电站进场公路K62滑坡动态变形监测及三维数值分析[J].岩土工程学报,2013,35(增刊2):94-100.
[12]钟助,黄达,黄润秋.“挡墙溃屈”型滑坡锁固段抗滑稳定性研究[J].岩土工程学报,2016,38(9):1734-1740.
[13]方成杰,钱德玲,徐士彬,等.基于联系期望的泥石流易发性评价模型[J].水利水运工程学报,2017(2):59-66.