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小山水电站厂房后山坡地质结构为：下部中侏罗纪安山岩（αＪ２），其上覆盖了第三纪末第四纪初的玄武岩（βＮ～Ｑ），其间为不整合接触，不整合面夹有１．００～７．００ｍ厚的含碎石土壤，产状为倾向厂房，倾角１０°～３５°。厂房施工开挖破坏了上覆玄武岩体的坡脚，上覆的玄武岩构成滑坡体。而不整合面为低滑面。电站运行期间调压井内水外渗造成地下水位升高，引起不整合面夹层抗剪强度降低，导致上覆玄武岩体沿不整合面夹层整体失稳下滑。在确定边界条件的同时，通过对不整合面夹层原状样做饱和固结快剪试验，选定了计算参数，经过综合分析和稳定计算，其自稳系数大于１．５。为防止地下水位升高，通过厂房后山坡地下水渗流场电模拟试验研究，采取排水和调压井壁设防水涂料等保护措施，确保厂房后山坡玄武岩体的整体稳定。
The hillside geological structure of Xiaoshan Hydropower Plant is located in the lower part of Middle Jurassic andesite (αJ2), covered by basalts (βN ~ Q) at the end of Quaternary of the end of the third age with unconformity contact and unconformity 1.00 ~ 7.00m thick gravelly soil, the propensity for the production plant, dip 10 ° ~ 35 °. Excavation of the plant construction damaged the foot of the overlying basalt body and the overlying basalt formed a landslide body. The unconformity is low slippery surface. During the operation of the power station, the water table caused by extra-water seepage in the surge shaft causes the groundwater level to rise, causing the shear strength of the interlayer in the unconformity to decrease. As a result, the instability of the upper basalt body falls along the whole of the unconformity interlayer. At the same time of confirming the boundary conditions, the saturated solidification quick shear test was conducted on the original sample of the unconformity surface. The calculation parameters were selected. After the comprehensive analysis and the stability calculation, the self-stability coefficient was greater than 1.5. In order to prevent the groundwater level from rising, the groundwater seepage field electric simulation test and research on the hillside after the plant is adopted to take protective measures such as drainage and surge wall waterproof coating to ensure the overall stability of the hillside basalt body after the plant.