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1 问题的提出某水电站钢筋混凝土面板堆石坝,在施工导流设计中枯水时段采用的下游挡水围堰(以下简称围堰)的最大堰高为15.7m,布置在厚17.22～25.61m 的河床冲积层上,其下夹有厚达10.77～13.32m 的淤泥质塑性粘土层,其下为泥岩、细砂岩及灰岩夹薄层泥岩.在该电站初步设计中,昆明院计算机室曾用园弧滑动法编制电算程序,拟设以沿淤泥质粘土层底面至距堰趾部位84m 处的危险滑动园弧与沿淤泥质粘土层表面的危险滑动园弧,求得堰体断面(图3)的安全系数分别为 K=1.3与 K=1.5。
1 PROBLEM PROBLEM The maximum weir height of the downstream weir cofferdam (hereinafter referred to as the cofferdam) used in the construction diversion in the design of reinforced concrete face rockfill dam of a hydropower station is 15.7m and 17.22 ~ 25.61m Of the riverbed alluvium, under the folder with thick as thick as 10.77 ~ 13.32m muddy clay layer, which is under the mudstone, fine sandstone and limestone folder thin mudstone.In the preliminary design of the power station, Kunming Institute of Computer Room The computer program was programmed by the arc-slip method. It is proposed that the dangerous landslide circular arc along the dangerous silt arc along the surface of the muddy clay layer to 84m from the wee toe and the dangerous sliding circular arc along the surface of the silt clay layer, Figure 3) the safety factor K = 1.3 and K = 1.5 respectively.