Abstract
Two series of Ko tests were carried out on sand using the triaxial apparatus and lateral strain indicator. Jaóky's formula for the coefficient of earth pressure at rest KoNC (normally consolidated soils) was affirmed for dense samples only. The initial hydrostatic consolidation of samples decreased the dispersion of test results but increased the measured KoNC- value. Consequently, the Ko-strain path must be followed right from the beginning of testing. A deformation theory of KoNC is developed using Rowe's stress-dilitancy relation and oedometrically measured total and reversible axial strain increments. For overconsolidated samples, a power-law dependence of KoOC on the overconsolidation ratio OCR was found valid for a limited range of OCR. For very high OCR values, KoOC decreases. Maximum KoOC value corresponds to the Rankine coefficient of passive earth pressure. Initial porosity of samples is not the only structural parameter governing the behavior of samples.
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