数理弾性モデルによる土の三軸圧縮供試体の応力と変形状性に関する研究
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One of the main criticisms of the triaxial test is the nonunifornrity of stress and deformation at all but extremely small strains. The main cause of this nonuniformity is friction at end platens, which cause both the barreling effect and the concentration of dilation in local zones. Nothing the mechnaical properties of the triaxial compression specimens, the author conceived of treating the assumed lateral stress as one of the boundary conditions, in place of the frictional force applied to the end surfaces. Results obtained with this procedure are as follows. This paper is divided into four major sections. The first section, which is the second chapter, contains research on the stress and deformation behavior of the triaxial specimens, included is suggestion of a method of calculating the ∆φs constant (equation 2.21), the secant modulus ∆E (equation 2.22) and Poisson's ratio ∆ν(equation 2.20) by expressing equation 2.16 by the incremental procedure and substituting the measured values for the stress difference, axial displacement and lateral displacement in the resulting equation (equation 2.17). The deformation behavior and stress distribution of triaxial test specimens are shown in Fig. 2-7 ～ Fig.2-10 and the secant modulus and Poisson's ratio versus the average axial strain in Fig. 2-11 and Fig. 2-12. In the second section, the third chapter, a polynominal approximation method is treated for the nonlinear relations between observed values, namely stress difference, radial displacement and pore pressure in the triaxial compression tests, and time by means of a least squares method. The third section, the fourth chapter, describes a mathematical analysis of pore pressure distribution in cylindrical soil specimens under the triaxial testing. The distribution is given by equation 4.51. Fig. 4-4, Fig.4-5 and Fig.4-6 present distributive characteristics of the pore pressure in the specimen. The results indicate that values of the pore pressure in the central portion of spccimens are lower than those of end platens of the specimens by neary 60%, and the deformation modulus and Poisson's ratio do not vary remarkably in both cases of reckoning with or without the pore pressure. Dynamic behavior of soils is discussed in the fifth chapter. Equations concerning the dynamic stress and strain are obtained from the wave equations on the cylindrical soil specimen which is under repceated axial loads (equation 5.21-5.26). Then, using the incremental method for nonlinearity of stress-strain relationships of soil properties, the dynamic Poisson's ratio νd can be expressed by equation 5.38 and dynamic elastic modulus Ed by equation 5.39. As a result, dynamic stress-strain relationships are shown in Fig. 5-6(a), (b) and the relation νd and Ed to the average axial strain are shown in Fig. 5-7 and Fig.5-8.
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