 During a seismic event, the occurrence of liquefaction causes severe ground deformations that compromise the structural integrity of many buried elements. Currently, there are a number of different ground improvement methods that can be adopted to treat the foundations of the newly constructed structures. However, fewer remediation methods have been developed for the treatment of the ground of already existing superstructures. This study explores the performance of a costeffective remediation technique consisting of inducing ground water level (GWL) depth variation. A 2D profile of a soil embankment (i.e. river levee) was selected to model the GWL variation effect on the deformations associated with the dynamic loading. The results show that the GWL located at higher depth, minimizes the overall embankment deformations and contribute to a significant reduction in the vertical displacements observed on the top of the embankment. Keywords: Liquefaction, partially saturated ground, remediation method, GWL variation,   In the event of an earthquake, the occurrence of liquefaction is often the main cause of severe ground deformations that compromise the structural integrity of many buried elements of urban superstructures, including buildings, foundation piles, and lifelines. This aspect is of paramount importance, since the vast majority of the largest cities centres in the world that are exposed to frequent seismic events, are located by the coast lines. Furthermore, due to the increasingly urban development pressure, there is a great deal of superstructures now constructed in high liquefaction susceptibility terrains that were part of earlier reclamation schemes. Currently, there are a number of different ground improvement methods that can be adopted to treat the foundations of the newly constructed structures, including soil densification, dynamic compaction or vibroflotation. However, there are few remediation methods developed for the treatment of the ground, on which already existing structures were built. In fact, a large number of old structures, currently erected in high liquefaction susceptibility areas, are without treatment against liquefaction. The bubble injection method, proposed in [1], is an example of a current existing method for liquefaction remediation of existing structures. In general, this method consists of inducing partial saturation in the ground by injecting air bubbles, which constitutes a very attractive costeffective liquefaction remediation technique. Conversely, in time the air bubbles will dissolve in the ground water and the recurrence interval of the treatment should be adequately studied. This is the main disadvantage of using this method, since the mechanics of air dissolution in ground water, necessary to establish the recurrence period are still not well understood. The method proposed in this study is based on similar concept (i.e. inducing partial saturation in the ground) by artificially varying the ground water level (GWL) (i.e. by pumping water). Since the GWL is located at greater depth, the ground above the water level indirectly becomes partially saturated. And because liquefaction is less likely to occur under partially saturated conditions [2], [3], the application of this technique will likely reduce the overall deformations caused by the occurrence of liquefaction. This method has further advantages related to the supply of water, since it involves the continuous pumping of ground water to maintain the GWL at certain depth. By doing so, a steady supply of water can be guaranteed and the water extracted can be either lead to storage facilities or used for other purposes (i.e. agricultural, industrial use). The study of the effectiveness of this technique was carried out numerically, adopting a 2D profile of a soil embankment (i.e. river levee). Different GWL depths were superimposed in the ground profile and the effect of the GWL change on the deformations associated with the dynamic loading of 1Hz sinusoidal wave was investigated. The dynamic numerical analysis was conducted adopting a finite element code LIQCA2DSF, in which both saturated and partially saturated soil theoretical frameworks were included.         The governing equations for gasfluidsoil coupled problem can be derived from Biot's type theory of water saturated porous media based on the continuum mechanics. Herein, the compressibility of the air is assumed to be very high, or in other words, the threephase analysis can be simplified into the soilwater coupled twophase mixture theory [4], [5]. An elastoplastic model with the effect of suction has been applied to the unsaturated soil using the skeleton stress concept expressed in (1) as follows, ( ) { }             δ δ σ σ − + − = 1 ' (1) where  is degree of saturation,   and   are the pore water and pore air pressure, respectively and δ is the Kronecker’s delta. In the present model the collapse behaviour is described by the shrinkage of the over consolidation boundary surface due to the decrease in suction, as shown in (2) and (3), as below:  !" #$% %&%’ $ ()% *!%+,$ -.")  / %) Heitor, A. 1 , Oka, F. 2 , Kimoto, S. 2 , Higo, Y. 2 , 1 Centre for Geomechanics and Railway Engineering, Faculty of Engineering, University of Wollongong, 2 Dept. of Civil and Earth Resources Eng., Graduate School of Engineering, Kyoto University            !"# $!! %& ’()"*"’’$+’+)"$"( #$+!