Abstract
The task set in this study is to determine the values of the generalized strength parameter of the soil of the base σсв R , at which the depth ∆Z of the development of coulomb areas of plastic deformations under the edges of the foundation of final stiffness with a thickness H , loaded with a uniformly distributed load of variable intensity q, and a foundation of the same thickness bearing a rigid over the foundation structure of variable height H * will not exceed a quarter of the width of the foundation 2 b , that is, the values of σсв R , at which the calculation of the base sediment can be carried out in an elastic setting. As a result, it was established that the numerical values of the values σсв R * and σсв R , provided that 2 b H ≤6 and φÎ[20о-35о] do not differ significantly from each other, however, with other values of 2 b H , their difference becomes very significant. If 2 b H ≤6 , then the influence of the value EE о on the numerical values of σсв R * and σсв R can be neglected when performing engineering calculations, using the corresponding values σсв R or σсв R * . If the value of the reduced cohesion pressure is determined σсв =c( γо Htg φ) -1 , as some generalized indicator of the strength of the fixed soil, then using the graphs shown in Figures 3 and 4, it is possible to determine the values of σсв R * and σ св R , comparing which with the value of σсв , it can be concluded whether or not it is possible to calculate the sediment in a linear formulation. Focusing on the numerical values of σсв R * and σсв R , it is possible to determine the values of γо ; φ; c ; E о , which must be obtained in the process of fixing the soil base, so that the given external load does not exceed the value of the calculated resistance.
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