Keywords

1 Introduction

The shake table test on the different dynamic loading based on the slopy area developed a calibrated numerical model and analyzed the input ground motions [1, 2] at the base of the rigid-faced reinforced soil-retaining wall. The seismic behavior under dynamic loads, these series of tests was performed using two different slope angles, and reinforcements [3,4,5,6,7,8,9,10]. The research on seismic response of slurry wall and sandy soil was presented by [11]. The effectively performed more tests to investigate the behavior of excess pore water pressure in different soft soil-foundation [12,13,14,15]. Latha and Manju [5] described the performance of geo-cell retaining walls inside a laminar box which were under seismic shaking conditions. A recent study by Gidday and Mittal [16] on reinforced soil retaining wall on soil which is facilitated by the shake table test. The embankment analysis of the soft clay soil in Bangladesh is the vital effect on the soil structure interaction. The experimental and numerical analysis (PLAXIS 3D) which were performed by the shaking table platform with laminar box on soft clay soil. The dynamic soil analysis platform is very significant for the analysis of the soil behavior as per seismic response. Moreover, cyclic loading is the vital role on the analysis of the Bangladeshi soft soil [17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34].

In this research, the response of earthquake and wave action on the soft soil in Bangladesh has been analyzed where the different soil type of wrap faced embankment (local and Sylhet sand) on the shaking table test machine used in the experiment Subjected to cyclic loading. This paper is reviewed the different research paper from 2020 to 2023 on wrap Faced embankment at lab of Bangladesh University of Engineering and Technology (BUET).

2 Shaking Table, Laminar Box and Testing

A computer-controlled servo-hydraulic single degree of freedom shaking table facility was used in this experiment, where the platform used for testing was made of steel, the measurement is of 2 m by 2 m size, and with a payload capacity of 1500 kg. as shown in Fig. 1 [30]. The acceleration range is 0.05 g to 2 g. A frequency range is 0.05 Hz to 50 Hz. The maximum amplitude was ± 200 mm. The maximum velocity was 30 cm/sec. Twenty-four (24) hollow aluminum layers of a large-sized shear box is used for this experiment. The friction between the layers is minimum, as shown in Fig. 1. In the present study, the height of clay soil foundation is 300 mm. On the other hand, the thickness of the sand blanket is 50 mm as shown in Fig. 2 (Chakraborty et al. 2022). The prototype to model scale being N = 10 and scale factor 1/N. Figure 3 [26] shows the Wrap-faced soil retaining wall.

3 Results and Discussion

Displacement profile with respect to surcharge and base acceleration has been analyzed in the results and discussion section. Horizontal face displacement along the height of the wall was scrutinized based on different sinusoidal motion where different frequency and acceleration level are fixed presented in Figs. 4 to 5 [26]. Here elevation is denoted as z and horizontal displacements as δh are presented in non-dimensional from after normalizing.

Fig. 1.
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Seismic analysis of the model embankment

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The height of the wall is denoted as H. Figure 4 depicts the normalized displacement profile for different base accelerations of 0.05 g, 0.10 g, 0.15 g and 0.20 g. The tests are ST72, ST80, ST88, and ST96 respectively. From the Fig. a maximum horizontal displacement of 2.26% of the total wall height (H), for 0.20 g, was observed compared with 2.16% for 0.05 g base accelerations. The maximum displacement is 9.06 mm at a acceleration of 0.2 g, whereas it is decreased to 8.67 mm at a acceleration of 0.05 g. The numerical analysis results are 3.97% and 3.85% higher than the experimental results respectively. The effect of different surcharge loadings of 1.72 kPa, 1.12 kPa and 0.7 kPa as shown in Fig. 5. The displacement response against surcharge variation was inversely proportional at all elevations. The maximum displacement of the wall was (δh/H = 2.19%) at a surcharge pressure of 0.7 kPa, whereas it was decreased to (δh/H = 2.10%) at a surcharge pressure of 1.72 kPa. The numerical analysis results are 3.57% and 3.67% higher than the experimental results respectively.

Fig. 2.
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Experimental setup reinforced

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Fig. 3.
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Wrap-faced geotextile

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Fig. 4.
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Displacement profile (base acceleration)

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Fig. 5.
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Displacement profile

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4 Conclusions

The behavior of wrapped-face retaining wall has a significant effect on the soft clay soil in Bangladesh which was presented in Hore’s research from 2020 to 2023. Accelerations at the top of the wall were inversely proportional to the surcharge pressures and acceleration response against frequency variation is not directly proportional. On the other hand, acceleration amplifications were increased with increased base accelerations which are proved in the experimental results. Moreover, in all cases, numerically obtained values are higher than the experimental results. The experimental result is found to be lower than the numerical result that is used in PLAXIS 3D for all parameters. These research outcomes are very helpful to analysis of the future research on dynamic behavior of soft soil and forecast a future scenario of the soil profile specially the middle and southern part of the country.