## 1 Introduction  
Many civil and plant projects are constructed on soft ground, such as offshore locations and reclaimed land. Therefore, a pile foundation system that can transmit superstructure loads to a lower stiff layer is widely used, rather than a shallow foundation system that requires sufficient sub-ground bearing capacity. The pile foundation performs a significant role not only in supporting axial loads induced by the superstructure, but also in maintaining the superstructure safely from lateral loads, which can be induced by several external factors. Presently, one of the primary factors that cause unexpected large lateral loads emerging in Korea is the earthquake. Korean society experienced successive earthquakes in the past 3 years, accordingly a public consensus which should have appropriate and precise insight on seismic behavior and design condition to reduce damage and casualties is being strengthened. Earthquake-induced lateral loads to the pile foundation can be divided into two kinds of components, which are inertial force induced by the superstructure and kinematic force induced by soil movement. These representative lateral forces in the dynamic soil-pile-structure interaction can cause critical damage to the pile through different complex mechanisms, so proper prediction of these mechanisms is very important. [PERSON] and [PERSON] (1991) [1], [PERSON] and [PERSON] (1999) [2], [PERSON] et al. (2013) [3], [PERSON] and [PERSON] (2013) [4], [PERSON] et al. (2014) [5] carried out meaningful studies using analytical treatment to investigate dynamic soil-structure interaction. However, target system of the analytical model was mainly focused on shallow foundations such as rigid disk. Most of the previous studies that tried to estimate the seismic performance of the pile foundation using numerical models adopted a simplified approach, such as the 1D Winkler method. [PERSON] et al. (2006) [6], [PERSON] et al. (2007) [7], [PERSON] and [PERSON] (2007) [8], [PERSON] and [PERSON] (2010) [9], [PERSON] et al. (2013) [10], and [PERSON] and [PERSON] (2017) [11] applied a 1D simplified approach to simulate the seismic behavior of pile foundations. Although the simplified approach is more convenient and faster than other methods, it does not guarantee accurate and reliable results because of the many assumptions inevitably generated during the simplifying procedure. On the other hand, 2D or 3D continuum modeling is the most straightforward and reliable approach if an appropriate model is adopted, though it is a very complex and time-consuming process. [PERSON] and [PERSON] (2005) [12], [PERSON] et al. (2007) [13], [PERSON] and [PERSON] (2009) [14], [PERSON] et al. (2009) [15], [PERSON] et al. (2012) [16], [PERSON] et al. (2016) [17], and [PERSON] et al. (2018) [18] tried to develop a 3D continuum model to estimate the dynamic pile behavior; however, most of the studies did not perform satisfactory verification of the results obtained from numerical model; only a partial verification of the 1g shaking table tests, which cannot reproduce soil-confining pressure in the field, was carried out. The results obtained from numerical simulation are not an exact solution, but an approximate solution. Therefore, it is essential to verify the approximate solution drawn by numerical models using proper experimental results, which can be regarded as the exact solution. At this time, the results applied as an exact solution should be drawn by experiment, such as a real-scale shaking table test, which properly reproduces pile behavior in the field. However, a real-scale shaking table test under earthquake loading is very difficult to carry out. Accordingly, it is necessary to estimate the applicability of the proposed numerical model using a dynamic centrifuge test, which can simulate field-confining pressure and whose reliability has already been verified in various researches.