## 2 Materials and Methods
### Shaking Table Apparatus and Scale Model Setup
The scale is based on a single geotextile tube with a height of 3.5 m and a theoretical diameter of 5.0 m with the width of the embankment being 52.5 m. These dimensions are close to the dimensions of the geotextile tube-reinforced embankment simulated in the paper by [PERSON] et al. [36], in which the height of the stacked geotextile tubes was 5.5 m and the width of the embankment without rock armo was 84.60 m.  
Water was then added up to a height of 50 cm from the bottom of the tank and was maintained for 24 h to saturate the soil. The state of the soil in the embankment was initially in a dry state. However, water migrated to the dry embankment, causing the embankment \begin{table}
\begin{tabular}{c c c c c} \hline \hline \multicolumn{1}{c}{**Description**} & **Test Method** & **Unit** & **Quantity** \\ \hline Tensile strength: & Weft & ASTM D4595 & kN/m & 169 \\  & Warp & ASTM D4595 & kN/m & 176 \\ Elongation: & Weft & ASTM D4595 & \% & 14 \\  & Warp & ASTM D4595 & \% & 14 \\  & AOS & ASTM D4751 & \(\upmu\)m & 315 \\  & Permeability & ASTM D4491 & cm/s & \(8.5\times 10^{-3}\) \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Properties of the woven polyester geotextile. Figure 12: Preliminary shaking of silty sand showing wavelike deformation of the ground surface due to surface waves. soil to be in a moist state. Thereafter, the water level was lowered to a height of 30 cm using the hoses that were installed at the bottom of the tank. Moist soil samples were then taken at different locations for oven-dry testing. From the oven-dry test, the water content (\(\omega\)) of the samples was about 30%, the dry unit weight (\(\gamma_{\text{dry}}\)) was approximately 13.13 kN/m\({}^{3}\), the moist unit weight (\(\gamma_{\text{moist}}\)) was 17 kN/m\({}^{3}\), the saturated unit weight (\(\gamma_{\text{sat}}\)) was 18 kN/m\({}^{3}\), and the relative density (\(D_{\text{r}}\)) was about 40%. Shallow foundations that were 75 cm apart from each other were then installed, as shown in Figure 11a. The shallow foundations consisted of a loading plate that weighed 9.5 kg. On top of the loading plates, 4 rectangular plates that weigh 4.54 kg were placed and secured using bolts. The soil located below the shallow foundation at the right side of the embankment was reinforced with a polyester (PET) geotextile that was placed 3 cm below the crest of the embankment. A coarse sand layer, which acts similarly like a drain zone or gravel mat, was placed on top of the reinforcement to reduce excess pore water pressure generation below the shallow foundation. The coarse sand is classified as poorly graded sand (SP). It has a specific gravity, permeability, D\({}_{60}\), D\({}_{30}\), and D\({}_{10}\) of 2.72, 1.34 \(\times\) 10\({}^{-1}\) cm/s, 0.63 mm, 0.51 mm, and 0.44 mm, respectively. The maximum and minimum dry unit weight of the coarse sand are 15.79 kN/m\({}^{3}\) and 13.24 kN/m\({}^{3}\), respectively. A total of 2 pore water pressure gauges, 4 soil pressure gauges, and 5 accelerometers were used in the test. The sensors were placed in the manner as shown in Figure 13 and were connected to data loggers that transmitted the data readings into computers. The motion of the shaking table is powered by a DC geared motor in which the maximum frequency and horizontal displacement at the base of the table are 3 Hz and 5 cm, respectively. The speed of the motor is regulated via a speed controller while the horizontal displacement at the base can be varied by modifying the adjustable rod connected to the shaking table and the crank. In this study, the shaking table was excited in the longitudinal direction at a base motion of about 0.175 g. The predominant frequency and period in the shaking test were 1.25 Hz and 0.80 s, respectively. In this study, the earthquake load was applied until the occurrence of liquefaction was perceptible.