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Presents engineering solution of wind energy tower (WET) foundation and basement designing in hydrogeological conditions of the Ereymentau area. Calculations of forces perceived by the WET, and following bearing capacity, settlement and stability analysis are made by the Finite Element Method in the program complex SCAD and Plaxis 2D. The calculated results in paper had been presented in graphics and tabulars.

Wind power engineering is the most dynamically developing type of renewable energy sources. Having studied the energy potential of wind in Kazakhstan, the Government of the Republic of Kazakhstan in association with the Development Program of the United Nations Organization "Kazakhstan -Initiative of the Development of Wind Power Engineering Market" defined Ereymentau district of Akmola region as the most future-oriented place for the construction of wind power plants. This article reveals the technical and economic comparing of types of foundations of wind power unit (WPU) in hydrogeological conditions of Ereymentau district.

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Uneven pressure on the strip foundations of building extensions due to the influence of their free ends often leads to the setting extensions aside from the main building, and uneven pressure on the ground of bridge abutments from adjoining embankments can cause the abutments slope in the direction of the embankments. This took place in Dneprodzerzhinsk (Ukraine) on railway and highway bridges, and abutments slope nearly caused the breaking-down of the bridge superstructures. The plane problem solution of the theory of elasticity for a loaded strip of an infinite length used in calculating is inefficient. The presented solution of the spatial problem for a semi-infinite length strip load specifies the ground stress condition at the free ends of the strip foundation, and also in foundation grounds of the bridge abutments from the pressure of adjoining embankments. The components of even load stress and triangular load stress z are obtained by integration of stress values for the elementary concentrated force over the area of the strip. The other components of triangular load stresses, according to the known solution defining stresses, were under the rectangular foundation of the same load. The solution: central point of coordinates moves along the y-axis from the center of the foundation to its end; the target stress components are of stress components under a rectangular foundation by defining the limit of these stresses, when l. The obtained solutions satisfy the conditions on infinity; the normal stresses