Abstract
This paper describes a mathematical analysis of pore pressure distribution in cylindrical soil specimens under the triaxial compression test. The basic equation is derived from expressing approximately the specimen deformations shown in Fig. 1 by means of a cosine function with considering “soil” as a two-phase material consisting of a solid skeleton and pore fluid. Stresses and deformations in specimens are given by equations 22, 23, 24 and 50; pore pressure distribution is given by equation 51. Constants of mechanical properties of soil being used in the analysis ΔG, Δν and Δφ0 involving pore pressure are given by equations 56, 57 and 58. Figs. 5, 6 and 7 present distributive characteristics of the pore pressure in the specimens. The analysis indicates that the pore pressures in the central portion of specimens are lower than those of end platens of the specimens by nearly 60% under the triaxial compression test with changing the confining pressure in four steps. The deformation modulus and Poisson's ratio do not vary remarkably in both cases of reckoning with or without the pore pressure.(Refer to Figs. 8 and 9)
