A characteristic feature of the investigation described in this article is the adopted method of loading the sample to realize the loading paths, in the first stage, all the investigated loading paths were realized in the usual fashion, by an isotropic compression ois from all sides on a cubic sample, with equal principal stresses to a certain prescribed level. Subsequently, development of the deviator was ensured by application to the external faces of the compressed sampte of principal strains et, e z, and e3, which varied according to a previously designed program. In each test, the program ensured the development of a spherical strain tensor 0 and of a strain e i for a certain ratio Ke= A0/Aei, which was constant in the sublimiring loading region and in the limiting flow state. At the same time, by programming the path, the constancy of the parameter Pc, which characterizes the type of stress state of the triaxial compression, was achieved in the same test. The parameters K e and Pc determine the second stage of the path, which is characterized by development of the deviator. Thus, in contrast with the ordinary scheme for attainment of the deviator loading with the stresses at, oz, and o s applied to the sampIe, the development of the stress state was determined by the prescribed principal strains, with the arising strains subjected to measurements.The tests were performed on a triaxial compression stand [3], which made it possible, under the prescribed stress regimen, to control independently each principal stress o,, Oz, %, with measurements carried out on the developing principal strains el, ez, and e3, or, under the prescribed strain regimen, to control independently any principal strain wifh measurements carried out on the developed principal stresses. The above-mentioned control operations can be combined during the loading process.The testing stand consists of three basic parts: an operating chamber, a pneumatic system for applying the prescribed stresses, and a loading device, which permits loading the sample by application of strains along the three principal directions by means of a hydraulic system.Tests were carried out on loam for the Charvak darn having the following characteristics: specific gravity, 2.'/2 g/eroS; density, 1.60 g/emS; water contentofsample, 8a/~, liquid limit, 3 0~c;, plasticity index, 10~, and void ratio e n --0.84. The grain-size distribution of the loam is presented in Table 1. A 10 • 10 x 10 cm sample was made by packing disturbed loam in the operating chamber and was compacted to the prescribed initial mean void ratio e n =0.84 at a water content W =8%. Then, using the pneumatic system, isotropic compression was applied in the usual fashion, in increments, until the levels specified in the test were reached. Then the hydraulic loading system was turned on, and the deviator stage of the path, characterized by the parameters ge and Ke, was established.According to the general directions for investigations [1], the processing of the tests should reveal the role of the dilatan...
In many instances, bed deformations are determined in accordance with a computational diagram in the form of a linearly deformable half space. Here, the depth H c of the compressible stratum is limited, and the calculation is performed by the method of layer-by-layer summation. When this method is employed, however, the following drawbacks have been reported:− when accounting for the effect of neighboring foundations, a multitude of intermediate writings and calculations is required, and the labor intensity of the calculations is increased by 6-10 times [1]
In monitoring the strength and moisture content of soils by standard methods, the values of such characteristics as degree of saturation (saturation coefficient) S r = Wρ s /100eρ W and the density of the soil skeleton (dry-soil density) ρ d = ρ (1 + W/100) (where W is the moisture content, ρ is the density of the soil, ρ s is the density of the soil particles, e is the void ratio, and ρ W is the density of the water) are found to contradict the primordial significance of these values in a number of cases.For heavy semi-hard clays and consolidated loess soils, therefore, the values of S r have exceeded unity and attained 1.17-1.21 in laboratory tests, while ρ d has been found to be greater than ρ d,max , as determined in accordance with GOST 30416-96(1)Here, V a is the volume of the air entrapped in the soil at its maximum density (V a = 0.035 when I p ranges from 4 to 12%, and V a = 0.045 when I p > 12%).The formula for degree of saturationis obtained from (1), where n min is the porosity corresponding to ρ d,max from (1), which has made it possible to compare S r,max obtained from (2) with standard formulas, is obtained from (1). S r,max = 0.87-0.91
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