Analysis Of Stress-strain On Kensiwate Concrete Face Rock-fill Dam

Concrete Face Rock-fill Dam, which has advantages of a safety, wide adaptability, construction convenient, local materials, less investment and short duration, is one of the most competitive and the most promising type of dam in dam building.In this paper, in accordance with the actual engineering problems encountered in Concrete Faced Rock-fill Dam, non-linear stress-strain constitutive relation of the rock-fill materials is Duncan Chang E-B model on Kensiwate Concrete Face Rock-fill Dam. Edited a program of Duncan Chang E-B model Suitable for rock-fill using the finite element software ANSYS Parametric Design Language APDL, three-dimensional nonlinear finite element numerical calculated on Kensiwate Faced Rock-fill Dam with this program, with APDL completed the process of the establishment of dam model, dividing the grid, load calculation and analysis of post-processing. According to the actual situation, out of the dam Z = 160.0m, Z = 340.0m, Z = 420.0m three typical cross-section and the longitudinal axis cross-section of the dam. Analysis the stress and deformation distribution rules of Kensiwate Concrete Face Rock-fill Dam in the period completion and impoundment, as well as the stress and deformation distribution rules of the concrete panels in the impoundment period and analysis of its main influencing factors. Provide some useful reference on the design and construction of Kensiwate Concrete Face Rock-fill Dam. The main conclusions of the study are as follows:1. The stress and deformation distribution rules of dam in the completion. The largest settlement of the dam is 76.96cm, is less than one percent of height of the dam ,the point of the maximum settlement is located in the vicinity of Z = 340.0m section in half height of the upstream side. The major principal stress increased with depth, the compressive stress caused by the self-rock-fill dam.2. The stress and strain distribution rules of dam in the impoundment. The largest settlement is 84.05cm, has increased 7.09cm more than it in the completion, is still less than one percent of height of the dam , 90% of the settlement has been completed in the completion, only a small settlement to complete in the impoundment. The major principal stress and the minor principal stress have increased over them in the completion, but no significant changes on the trend of the distribution.3. The stress and deformation distribution rules of the panel in the impoundment. The maximum of deflection of panel is 12.9cm, there are compressive stresses in the central of panel and tensile stresses the two sides of panel.