A series of useful discussions published in this journal* has dealt up to now with the analysis of anchored sheetpile wails [1], in the cases in which the passive pressure diagram remains constant under constant external loads. In hydraulic engineering practice, especially during the last years, there has been increasing construction of such retaining structures on creeping foundations [2, 3]. Most typical is the case in which the embedded part of the sheetpile wall crosses a creeping soft layer 3-6 m thick, and then penetrates through a distance of 2-4 m into the underlying non-creeping soiL Under such conditions the intensity of the passive pressure on the wall undergoes changes as time elapses; it decreases in the zone of contact with the creeping soil, and increases in the zone of contact with the non-creeping soiL As a result of these passive pressure changes, the bending moment in the sheeting and the pull on the anchor increase also. Thus, the basic stress parameters in such structures are found to be functions of time. The increase of stresses in the different parts of anchored sheet-pile walls built on creeping foundations may be extremely important in many cases. An example is the development in 1965 (eight years after having been constructed) of an emergency condition in a section of a mooring berth at a port on the Volga River. Out of a total length of 600 m, a sheet-pile section 150 m long sank partially into a creeping soil layer. An intense process of rupture of the sheeting began to develop which made it necessary to adopt emergency measures in order to prevent damage. Full-scale investigations, conducted by LIVT, indicated the presence of considerable overstresses in the sheeting and anchors at this section of the berth. The systematic observations which have been carried out during the past years on mooring berths built on creeping foundations [3] indicate conclusively that the stress-deformation parameters in these structures are subjected to constant and regular changes due to reduction of the passive pressure. Soil samples taken from such foundations (in two cases soft-plastic carved clays, and in one case medium stiffNeocomion clay)were investigated.