《允许底部滑动的拱坝设计》一文在广西水利学会1979年学术讨论会上有些同志提出不少意见,主要是梁的单位径向变位系数 a_(ij)的计算方法和滑变量Δ_0是否是常量等问题。现就有关问题补充说明如下。一、原文论述的计算应力状态为坝体滑动至阻滑坎时的状态,即静止状态。而在滑动过程中,荷载在不断变化,坝体应力也在不断变化,但均不会超过前述的静止状态,不起控制作用,故不予计算。二、在所论的计算状态下,梁底不出现拉应力,这点可由最小限滑量的计算得到满足:即当梁底滑动量达到或超过最小限滑量时,梁底上游面不会出现拉应力。这就保证 Some comrades at the 1979 Symposium of Guangxi Water Conservancy Society put forward many opinions on the design of arch dam that allows sliding at the bottom. The calculation method of the radial displacement coefficient a_ (ij) of the beam and whether the slip Δ_0 is Constant and other issues. Supplement on the relevant issues are as follows. First, the original state of the calculation of the stress state of the slide sliding block to the dam when the state, that is, at rest. In the sliding process, the load is constantly changing, dam body stress is constantly changing, but they will not exceed the aforementioned static state, can not afford to control the role, it is not calculated. Second, in the calculation state, the beam bottom does not appear tensile stress, which can be calculated by the minimum slip amount to meet: that is, when the beam bottom slip reaches or exceeds the minimum slip, the upstream surface of the beam bottom will not Tensile stress appears. This is guaranteed