Abstract
According to the relationship between permeability and porosity of geotechnical materials, a finite element model representing pore and solid particles is generated randomly according to the porosity of a given finite element calculation model. According to Darcy’s law of flow distribution and steady seepage in the finite element random simulation section, the equivalent permeability coefficients at different porosities are calculated, and the relationship between the equivalent permeability coefficient and the porosity of rock and soil is studied. The results show that the equivalent permeability coefficient is proportional to the porosity with the same pore size. In order to study the seepage characteristics of structural planes of nonmaterial geotechnical materials in different strata contact zones, the formulas for calculating the deformation parameters and permeability coefficients of heterogeneous rock masses with single nonmaterial geotechnical materials are deduced theoretically, and the correctness and applicability of the formulas are verified by experiments. The rock mass sample selected in this paper is granite, which is simulated and analyzed by sandstone in the experiment. The results show that the permeability coefficients of coarse sandstone, fine sandstone, and heterogeneous rock mass are different under the same water pressure and confining pressure. This shows that the lithology on both sides of the nonmaterial geotechnical material surface has a significant influence on the permeability of the nonmaterial geotechnical material rock mass; the permeability coefficient of the nonmaterial geotechnical material rock mass decreases with the increase of confining pressure, the numerical change is limited to a certain confining pressure range, and the permeability coefficient tends to be stable when the confining pressure reaches a certain value. Comparing the theoretical calculation value of permeability coefficient of rock mass with the experimental result, it is found that the two values are in good agreement, which indicates the correctness and applicability of the theoretical calculation formula of permeability coefficient of rock mass of single intangible geotechnical material.
Highlights
According to the relationship between permeability and porosity of geotechnical materials, a finite element model representing pore and solid particles is generated randomly according to the porosity of a given finite element calculation model
Comparing the theoretical calculation value of permeability coefficient of rock mass with the experimental result, it is found that the two values are in good agreement, which indicates the correctness and applicability of the theoretical calculation formula of permeability coefficient of rock mass of single intangible geotechnical material
Neuzil assumes that the width of the gap varies along the vertical flow and obtains the distribution function of the width of the gap [13, 14]; Lee establishes the correlation formula between the roughness coefficient and the fractal dimension; Scesi carries out experimental studies on seepage characteristics of different JRC artificial nonmaterial geotechnical materials [15,16,17]
Summary
E difference between mechanical parameters, structural characteristics, and the stress-strain relationship of engineering materials in different directions is called anisotropy. It is one of the important physical and mechanical properties of soil and has a great influence on the properties of soil. With the application of external loads, the soil in a working state passes through a certain stress path and reaches a certain stress state In this process, the particle structure of the upper body changes again and shows different stress-denaturation characteristics in different stress directions. It should be pointed out that the initial strain of the rock sample exists because the axial and radial pressure is required for the end and radial sealing of the specimen in the seepage stress coincidence test. In the formula, k1 and J1 are the permeability coefficient of the filter layer and the actual hydraulic gradient it bears; k2 and J2 are the permeability coefficient of the protected soil and the actual hydraulic gradient it bears. e hydraulic gradient is inversely proportional to permeability coefficient in two layers of soil
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