摘要
阿海水电站左岸坝前堆积体的稳定性对水电站工程的顺利进展相当重要。采用快速拉格朗日程序(FLAC-3D),对其进行了三维稳定性计算。从位移变形情况、剪切塑性区分布情况及地下水等影响因素分析,得出结论:水库正常蓄水后,堆积体水面以下的陡坎部位首先破坏,随后牵引堆积体中间部位沿底层滑移面滑动,发生局部的牵引式逐级滑动破坏模式。通过极限平衡法计算得到的堆积体的在不同工况下的稳定性安全系数,除自然条件下,远小于电站运营期边坡安全指标,堆积体均处于临界或破坏状态。自动搜索的滑移面与三维模拟计算情况相互验证,滑移面都是从堆积体的中部开始,通过底层的粉细砂层滑出破坏。堆积体的综合分析可为其破坏的防治与处理提供有力依据。
Tne stability of the deposit body in front of the dam on the left bank of A＇ Hai Hydropower Station is quite important to the construction of the whole project, for which a 3 -D stability calculation is made based on FLAC -3D. Relied on the analyses on the effects from the displacement deformation, distribution of the plastic shear zones and the underground water therein, it is concluded that the steep ridge of the deposit body under water is to be failed firstly after the normal impoundment of the reservoir, and then it trails the sliding-face of the mid-part of the deposit body to be slide along the bottom layer of it, subsequently, the trailed sliding failures of step by step are to be induced. The stability safety factors for the deposit body under different operation conditions calculated through the limit equilibrium method are far less than the safety indexes during the operation of the power station, except for the natural condition, and then the deposit body is at all times under the critical or failure status. The mutual validation made between the auto-searched sliding-face and the 3 -D simulation calculation shows that the all the sliding-faces are to be initiated from the mid-part of the body and then to be transited into sliding failure via the silt and fine sand layer at the bottom of it. Generally, the comprehensive analysis made herein on the deposit body can provide a better basis for the prevention and treatment of the sliding failure of it.
出处
《水利水电技术》
CSCD
北大核心
2008年第5期16-19,共4页
Water Resources and Hydropower Engineering
关键词
堆积体
边坡稳定性
位移变形
剪切塑性区
滑移模式
阿海水电站
deposit body
slope stability
displacement deformation
plastic shear zone
sliding pattern
A＇ Hai Hydropower Station
