The class of problems dealing with mechanisms of soil and friable material reduces to the determination of the pressures on protective structures. In certain formulations the pliability of the structures is not important. A classical example is the problem dealing with the active and passive pressures of the ground on bulkheads.In this and other cases, the loading is determined for boundary cases of quite large wall displacements, such that the displacements themselves do not affect the loading. However, for the analysis of actual situations, these formulations as a rule are inadequate. In the first place, this is because the active and passive pressures differ considerably between one another. Therefore, as an estimate of the actual loads (and even more so, the pressure and moment diagrams) they give a very rough approximation. Because of this, the necessity arises for investigating the problem with more rigorous formulations.It is well known that in actual situations the pressures on the protective structures depend significantly on their pliability [i, 2]. Therefore, in a strict formulation the problems of pressure calculations must be set as statically indeterminate.For these formulations, it is necessary to formulate a closed system of equations describing the deformation of the medium and the correct boundary conditions. No less important also is the question of the adequacy of these conditions in the actual conditions at the boundary. The following classification can be made for the inherent boundary conditions; the following are assigned at the boundary: I) the stress or displacement vector; 2) the individual components of the displacement and stress vectors; 3) the relation between the components of the stresses (e.g., the condition of evolved dry friction); 4) limitation nn the stress components in the form of an inequality (e.g., dry friction or adhesion on unknown sections of the boundary); 5) a functional relation between the component of the stress acting at a defined point of the boundary and the component of the displacement of this point; 6) the component of the displacement at a function of the stress distribution at a defined section of the boundary, etc. For plane deformation, it is necessary in the general case to assign two boundary conditions to the whole closed contour bounding the region of deformation. Problems with boundary conditions of type 3-5 were investigated in [3, 4]. Taking account of the pliability of the protective structures leads to more complex boundary conditions of type 6.Let us consider the method of implementing these conditions by themethod of finite elements. We will assume that the component of the displacement u~ depends on the stresses a~1 acting on the rectilinear section of the boundary AB (x~ = const, xl and x2 are Cartesian coordinates) : B u I (z,) = .~ G (z,, z) a11 (~) dz, z, ~ AB.(i) A Here, it is assumed that the protective structure functions elastically. The function G is determined by the parameters of the structure. The second condiKion at the boundary...