Інженерна оцінка несучої спроможності палі за МГЕ

Abstract

The problem of developing a calculation model of the soil base, which ensures a sufficient correspondence between the calculation results and the reality, and bringing the algorithms of this model to easyto-use software complexes remains one of the urgent problems of today. Even under moderate external loads, the soil environment undergoes irreversible deformation and is included in the group of compactable plastic bodies. Modern methods of calculating foundations in soil mechanics allow us to estimate only their order. Using the limit value corresponding to the end of the linear section of the "load-settlement" graph as the design pressure usually leads to uneconomical decisions. Within the framework of classical soil mechanics, a large area of studies of shear deformations of the soil during its operation in the plastic stage remains unaccounted for. At the same time, the reserves of the plate zone allow to increase the load on the foundation when the settlement of the elastic stage does not reach the maximum permissible value for this structure. In order to obtain a reliable mathematical model of the soil, the classical theory of plastic flow and the dilatancy theory of granular media of prof. V.N. Nikolaevsky, prof. I.P. Boyka. When calculating the limit state of a dispersed soil medium, the dilatancy theory makes it possible to make corrections to the model of plastic flow dictated by rheological experiments, and to model the limit state of the soil adequately with experimental data. The significance of the results of triaxial foundation research [2,3] obtained by the dilatancy theory requires its wide implementation and further development in order to build a foundation calculation theory that would satisfy construction practice.