Abstract
The cyclic shear resistance of anisotropically consolidated soil is examined with the aid of stress path vecotors in a p-q stress diagram. It is shown that the current definition of full or 100% pore-pressure ratio is adequate only for conditions of isotropic consolidation. This is illustrated with an example for a loose horizontal sand deposit. The behavior of a compact gravel is considered with reference to some cyclic triaxial test results. For this material the definition of pore-pressure ratio is not useful as a failure criterion, though it does indicate if during the cycle loading the stress path reaches the failure envelope with a consequent accumulation of plastic deformation.
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