Rising infrastructure density and transportation networks along the riverbank landslide alter critical stress and horizontal displacement in riverbank soils, contributing to erosion. Early warning systems can detect structural changes in soil to help mitigate damage. However, there is still a lack of studies evaluating horizontal pressure in landslide masses under the influence of load and horizontal displacement causing erosion or externally induced stress. This study presents a monitoring system based on wireless transmission technology combined with sensors embedded in the soil to track the displacement of the soil mass along the riverbank. The system uses tilt, soil moisture, and earth pressure sensors to collect real-time data on the mechanical properties of the soil. Experimental results show that a load of 17.5 kPa can destabilize the slope, with tilt angles increasing significantly as soil mass shifts toward the canal. The maximum recorded horizontal soil pressure is 2.77 kPa. The analysis reveals significant discrepancies between analytical methods and finite element method (FEM) in predicting soil behavior under loads, highlighting the superior accuracy of FEM, especially at higher loads. This research contributes to developing a reliable information system for managing landslide risks as well as externally induced stress, protecting people and infrastructure.

Pre-tensioned H-type prestressed concrete revetment piles are a newly developed product dedicated to the protection of river, lake, and sea bank embankments, and their cross- is H-shaped. In this study, a field test of H-type pile soil's squeezing effect is carried out based on the second phase project of the HujiaShen Line. Pore water pressure, soil displacement, and other parameters of the H-type pile-driving process are monitored in real time. The test results show the following: (1) The influence range of the excess pore water pressure caused by the soil squeezing effect in the horizontal direction is about 14-15D, and in the vertical direction, the pore water pressure within a depth range of about 7D below the pile bottom increases rapidly. Its dissipation rate is fast at first and then slows down, and it completely dissipates 20 days after piling. (2) The excess pore water pressure caused by the soil squeezing effect does not decrease linearly in the radial direction. The soil around the construction pile can be divided into four areas: A, B, C, and D. Among them, A and B belong to the plastic zone, and C and D belong to the elastic zone. (3) The horizontal displacement of the soil occurs within the depth range of 5D from the surface of the pile to the bottom of the pile at the piling location, and the radial influence range is about 8-12D. From a vertical perspective, the main horizontal displacement of the soil occurs in the long of the pile driven into the soil, showing a U-shaped distribution. (4) The dividing point between the vertical displacement uplift and the settlement of the soil appears within the range of 2-3 m from the construction pile, that is, between 5 and 7D. Settlement occurs after the piling is completed, and the settlement rate is fast at first and then slows down. The final settlement of the soil is stable on the 20th day. This research and experiment provide a design reference for the engineering application of pre-tensioned H-type prestressed concrete bank protection piles.

For the earthquake design of underground and basement structures, soil displacement needs to be predicted. In the present study, simplified methods for the prediction of soil period, damping ratio, and soil displacement profile were studied. First, existing methods for the estimation of site periods (in the elastic range) were applied to 440 actual soil profiles, and accuracy was evaluated by comparing the predictions with the site periods calculated by the wave propagation theory. The result showed that the simplified Rayleigh method and eigenvalue analysis showed better predictions. Then, modification coefficients for the inelastic site period and equivalent damping ratio (i.e., the effect of inelastic soil properties) were proposed based on the results of an equivalent linear site response analysis (SRA). Finally, a simplified method for the prediction of soil displacement profile was proposed. The proposed method was applied to 440 soil profiles, and the predicted soil displacement profiles agreed with the SRA results.

This paper presents the results of field tests performed to investigate the installation effects of pre-bored grouted planted (PGP) pile in deep clayey soil. The variation of horizontal soil displacements, excess pore water pressures and lateral soil pressures was measured in the PGP pile installation process. The test results show that the drilling and grouting process induced large horizontal soil displacements in the soil within a radial distance of 2 d (d is pile diameter), and the maximum horizontal soil displacements induced by the drilling and grouting process were smaller than 15.9 mm when the radial distance reached 4-5 d. Moreover, the horizontal soil displacements decreased along the soil layer depth, as the superficial soil layers were of small deformation modulus and lateral soil pressure. The drilling process brought large excess pore water pressures in the soil when the radial distance was less than 3 d, and the excess pore water pressures induced by the drilling stage were all less than 55 kPa when the radial distance reached 4-6 d. The drilling process also induced some lateral soil pressure increases in the soil within a radial distance of 3 d, while the measured maximum lateral soil pressure increases were smaller than 10.9 kPa when the radial distance increased to 4 d. On the whole, the excess pore water pressures and lateral soil pressure increases induced by the installation of PGP pile were much smaller than that induced by the installation of driven PHC pile. Moreover, the horizontal soil displacements, excess pore water pressures and lateral soil pressure increases induced by the installation of PGP pile all recovered rapidly after the installation of pile, as the cemented soil in the pile hole was in liquid state after the drilling and grouting stage.