Liquefied landslide disasters induced by earthquake are serious, in order to solve the problem of support and management of slopes with liquefiable soil layer, a novel anti-slide pile to prevent liquefaction is proposed based on the concept of combination of prevention and resistance, which integrates active drainage and passive anti-slip. To evaluate the effectiveness of the novel anti-slide pile in preventing liquefaction, a slope model was developed based on survey data from slopes with liquefiable soil layers in the upper Yellow River region. A large-scale shaking table model test was conducted to compare the novel anti-slide pile with conventional ones. The failure mode and dynamic response characteristics of excess pore water pressure in soil of the slope with liquefiable soil layer supported by different types of anti-slide piles under earthquake are obtained. The results indicate that the failure mode of slope with liquefied soil layer supported by anti-slide pile under earthquake is earthquake-induced-horizontal ejection of overlying soil layer on liquefied soil layer-bulging, shearing of slope surface at the bottom of liquefied soil layer-flowing and sliding accumulation of soil in front of anti-slide pile. In comparison to conventional anti-slide piles, the novel anti-slide pile for liquefaction prevention can rapidly and efficiently dissipate excess pore pressure in the surrounding soil. This mechanism effectively prevents liquefaction around the pile, achieving the goal of liquefaction prevention. The research findings confirm the reliability of the novel anti-slide pile for liquefaction prevention, providing valuable insights for mitigating seismic liquefaction landslide disasters.

Rainfall-induced slope instability is a critical challenge in geotechnical engineering. This study investigates the reinforcement effect of anti-slide piles on slope stability under rainfall conditions using finite element numerical simulations, based on a slope reinforcement project in Youxi County, Fujian Province. The MIDAS GTS NX 2019(v1.2) software was employed to analyze the effects of anti-slide pile arrangements on slope safety factors, pore water pressure, displacement fields, and reinforcement effectiveness. The results showed that anti-slide piles significantly enhanced slope stability by mitigating the adverse effects of rainfall, such as an increased pore water pressure and reduced soil strength. The optimal stability was achieved when anti-slide piles were positioned in the middle sections of the slope, and the horizontal displacement in the x-direction was reduced from 74.49 mm (without reinforcement) to 7.42 mm, achieving a reduction of 90.0%, effectively reducing horizontal displacement and plastic strain zones. This study provides valuable insights into the interaction mechanisms between anti-slide piles and soil, offering practical guidance for slope reinforcement design and strategies to mitigate rainfall-induced slope failures.

In this study, the shaking table tests were conducted to investigate the seismic response of a high-filled reinforced embankment supported by pile and slab structure on slope terrain. The macroscopic damage phenomena of the test model, acceleration response, displacement, dynamic earth pressure and bending moment of the pile were thoroughly examined and discussed. The results revealed that the high-filled subgrade reinforced embankment had a favorable seismic stability. Despite the absence of collapse after 1.2 g seismic load, there was a certain extent reduction in structural resonance frequency. The dynamic earth pressure behind the pile initially increased from the top to the bottom and subsequently decreased near the soil boundary. However, with the seismic magnitude increasing, the peak value of the earth pressure near the pile bottom gradually increased due to pile rotation. The bending moment of the pile presented a bow-shaped distribution. The acceleration exhibited a notable amplification effect along the height of model, while the horizontal acceleration amplification factor decreased with seismic magnitude. Furthermore, the time-frequency domain characteristics and energy distribution of the model were investigated using the Hilbert-Huang Transform. This study provides a theoretical basis for the design of supporting structures for high-filled subgrades in high-intensity earthquake areas.

The h-type anti-slide pile (h-pile) plays a crucial role in mitigating soil-rock mixture slope (SRMS) instability. Despite its significance, the limited availability of research outcomes has constrained the practical application of h-piles for SRMS reinforcement. This study employs three centrifuge model tests to investigate the behavior and performance of h-pile-reinforced SRMS under rainfall conditions. We systematically describe the response of earth pressure on the pile side and behind the pile, bending moment along the pile, and pore water pressure at the slope toe and pile side. This elucidates the evolution of soil arching for h-piles under rainfall conditions. The results reveal that rainfall duration influences the distribution pattern of earth pressure on the pile side, while the distribution pattern of bending moment for the h-pile remains unaffected. Additionally, the soil arching pattern between piles demonstrates joint arching, involving the combined action of frictional arching and end-bearing arching. The evolution process of soil arching between piles under rainfall conditions gradually dissipates from bottom to top and from far to near.

Sliding damage of canal slopes due to the degradation of shear and compression properties of expansive soils caused by long-term dry-wet-freeze-thaw cycles is frequently encountered in canal projects in cold and arid regions. To address this issue, this paper developed a new reinforcing technique for expansive soil canal slopes with monolithic structural anti-slide piles. The sliding damage mechanism of the canal and the reinforcement schemes were analyzed based on the numerical simulations with the FLAC 3D software. The results showed that force redistribution of double-row piles occurred under the longitudinal connection. The maximum reduction in pile displacement was 20.66% under the X-type connection, and the distribution of internal force of pile body changed. The pile forces were redistributed again under the full connection mode, and the pile displacement increased by 4.38%, 95.14%, and 82.09% under the transverse and longitudinal connection mode, the front and rear full connection mode, and the frame full connection mode, respectively. The stability of the canal slope returned to a steady state (F-S > 1.30) in the full connection mode. The findings in this paper can provide guidance for practical engineering.

Considering the engineering background of the dangerous western mountain railroad, large-scale shaking table model experiments were conducted on embankment slopes supported by single and double-row piles, subjected to El-Centro wave excitations. Based on parameters such as displacement and acceleration, an in-depth investigation was conducted to study the differences in dynamic response characteristics between the two slope models. Moreover, the reasons for the differences between the two slopes were explored using fast Fourier transform (FFT) spectra. The results revealed that both the support effect and the differences in anti-slip piles gradually increased with the increase in the input wave amplitude. At input wave amplitudes of 0.1g-0.3g, both single and double-row pile slopes remained stable, with minimal differences in their overall dynamic response characteristics. However, at an input wave amplitude of 0.4g, significant differences in the dynamic responses of both slopes emerged. Macroscopic damage was more apparent in the single-row pile slope, with high slope surface displacement, accumulated soil damage, and noticeable nonlinear characteristics. At an input wave amplitude of 0.5g-0.6g, both slope models exhibited a pronounced elevation effect in the peak ground acceleration (PGA) amplification factor. Additionally, plastic zones were observed on the road cut face and behind the piles in both models. The presence of retaining piles effectively suppressed the upward trend of PGA amplification coefficients along the slope and prevented the connection of plastic zones on the slope surface. Notably, the PGA amplification effect of the single-row pile slope was pronounced, with a wide and deep plastic zone, severe local instability, and relatively weak seismic support effect. The introduction of the FFT spectral ratio revealed that the difference in amplitude amplification effects of single and double-row pile slopes in the 5-10 Hz band was the main reason for the difference in their dynamic responses. Under seismic loading, the failure process of the single-row pile-supported slope involved three stages: initial stability of the slope, plastic deformation of the slope surface soil, and local collapse and disintegration of the slope. In contrast, the double-row pile-supported slope experienced the first two stages of this failure process.

A shaking table test for a bridge foundation reinforced by anti-slide piles on a silty clay landslide model with an inclined interlayer was performed. The deformation characteristics of the bridge foundation piles and anti-slide piles were analyzed in different loading conditions. The dynamic response law of a silty clay landslide with an inclined interlayer was summarized. The spacing between the rear anti-slide piles and bridge foundation should be reasonably controlled according to the seismic fortification requirements, to avoid the two peaks in the forced deformation of the bridge foundation piles. The blocking effect of the bridge foundation piles reduced the deformation of the forward anti-slide piles. The stress-strain response of silty clay was intensified as the vibration wave field appeared on the slope. Since the vibration intensified, the thrust distribution of the landslide underwent a process of shifting from triangle to inverted trapezoid, the difference in the acceleration response between the bearing platform and silty clay landslide tended to decrease, and the spectrum amplitude near the natural vibration frequency increased. The rear anti-slide piles were able to slow down the shear deformation of the soil in front of the piles and avoid excessive acceleration response of the bridge foundation piles.

To examine the effects of different peak accelerations on the stability of the accumulation slope and the effectiveness of anti-slide piles under seismic loads, this paper used the Fanlingqian landslide as the main research object and combined it with digital image correlation (DIC) technology in order to carry out a shaking table test. Then, the acceleration response, displacement field, strain field, the bending moment distribution of the 0.05-0.3 g ground motion accumulation slope, and the anti-slide pile reinforcement were studied. The results of the test show the following: the amplification coefficient of the measuring points A1-A6 of the accumulation slope reaches the maximum at a peak acceleration of 0.2 g, and its values are between 1.25 and 1.3, respectively. Finally, it shows a decreasing trend at a peak acceleration of 0.3 g, and its corresponding values are, respectively, between 1.1 and 1.2. In the anti-slip pile reinforcement test, due to the obstruction of the anti-slip pile, the damping of the soil around the pile increases. As the peak value of the seismic wave input increases, the amplification factor shows an overall decreasing trend. A1-A6 correspond to a peak acceleration of 0.3 g. The amplification factors are all close to 1. During different peak accelerations, the accumulation slope mainly experienced the earthquake-induced stage, tensile failure stage, creeping deformation stage, and overall instability stage. In the anti-slide pile reinforcement test, under the same conditions, the slope mainly experienced the earthquake-induced stage, tensile failure stage, lower sliding surface formation stage, and soil shedding stage in front of the pile. At the same time, the displacement and strain fields of each stage of the two groups of tests are compared, and it is found that the displacement and strain values of the accumulation slope test are greater than those of the anti-slide pile reinforcement test, and the horizontal displacement difference at the top of the slope is the most significant, reaching 2.3 times at the maximum. The bending moment of the anti-slide pile first increases and then decreases with the increase in acceleration, the reverse bending point of the pile appears at 5 times the pile diameter below the soil surface, and the maximum bending moment of the middle pile, corresponding to a peak acceleration of 0.05-0.3 g, is between 7.5 N center dot m and 47 N center dot m, respectively, while the maximum bending moment of the outer pile is between 6.5 N center dot m and 52 N center dot m, respectively. It is important to apply DIC image processing technology to the monitoring of landslide structure and the evaluation of slope stability in practical engineering.