Bedrock-soil layer slopes (BSLSs) are widely distributed in nature. The existence of the interface between bedrock and soil layer (IBSL) affects the failure modes of the BSLSs, and the seismic action makes the failure modes more complex. In order to accurately evaluate the safety and its corresponding main failure modes of BSLSs under seismic action, a system reliability method combined with the upper bound limit analysis method and Monte Carlo simulation (MCS) is proposed. Four types of failure modes and their corresponding factors of safety (Fs) were calculated by MATLAB program coding and validated with case in existing literature. The results show that overburden layer soil's strength, the IBSL's strength and geometric characteristic, and seismic action have significant effects on BSLSs' system reliability, failure modes and failure ranges. In addition, as the cohesion of the inclination angle of the IBSL and the horizontal seismic action increase, the failure range of the BSLS gradually approaches the IBSL, which means that the damage range becomes larger. However, with the increase of overburden layer soil's friction angle, IBSL's depth and strength, and vertical seismic actions, the failure range gradually approaches the surface of the BSLS, which means that the failure range becomes smaller.

Seismic fragility denotes the probabilities of a system exceeding some prescribed damage levels under a range of seismic intensities. Classical seismic fragility studies in slope engineering usually construct fragility functions by making some assumptions for fragility curve shape, and always neglect spatial variability of soil materials. In this study, an assumption-free method on the basis of probability density evolution theory (PDET) is proposed for seismic fragility assessment of slopes. The random input earthquakes and spatially-variable soil parameters in slope are simultaneously quantified. By the proposed method, assumption-free fragility curves of a slope are established without limiting the fragility curve shape. The obtained fragility results are also compared with those from two classic parametric fragility methods (linear regression and maximum likelihood estimation) and Monte Carlo simulation. The results demonstrate that the proposed assumption-free method has potential to gives more rigorous and accurate fragility results than classical parametric fragility analysis methods. With the proposed method, more reliable fragility results can be obtained for slope seismic risk assessment.

Centrifuge-based physical modeling is widely adopted for understanding the performance of geostructures, like reinforced slopes, clay liners of municipal solid waste landfills, geogrid-reinforced soil walls, earthen dams, soil nailed slopes, etc. This study aims to highlight the benefits of centrifuge-based physical modeling in order to comprehend the performance of different geostructures both prior to and during failure. Firstly, a discussion is made on scaling considerations along with modeling aspects of various types of phenomena like rainfall, flooding, etc. Further, details of four types of balanced/beam centrifuge equipment used for understanding the behavior of various types of geostructures at high gravity conditions, along with errors due to radial acceleration field, are also presented. In the process, innovative development of cost-effective actuators for simulating: (1) continuous differential settlements of landfill lining systems, (2) seepage of water through a slope, (3) seepage-induced flooding, (4) dynamic compaction, (5) rainfall-induced seepage, and (6) pseudo-static seismic loading along with flooding-induced seepage has been done. Different types of instrumentation units like potentiometers (P), linearly variable differential transformers, pore-water pressure transducers, load cells, accelerometers, strain gauges, etc., along with wireless data acquisition systems were used for monitoring the performance of the models during centrifuge tests. Additionally, the use of particle image velocimetry, digital image analysis, and the digital-cross correlation technique to evaluate the performance of several models evaluated at high gravity is covered. Lastly, it has been sufficiently shown that using digital image analysis/digital image correlation approaches in conjunction with centrifuge-based physical modeling analysis is a useful study tool. Insights gained in understanding the behavior of geostructures in a geotechnical centrifuge, especially subjected to climatic events like rainfall, flooding, and earthquakes, are highly significant and help in designing and constructing geostructures with confidence to engineers.

Under the action of freeze-thaw cycles, the internal temperature and water distribution of slope soils in cold regions change significantly, which directly affects the stability of slopes. In order to study the differences in hydrothermal reactions at different depths and their impacts on the stability of slopes. This study establishes both a freeze-thaw model and a hydrothermal coupling model, combining field measurements with numerical simulations to examine the dynamic changes in hydrothermal characteristics within the slope. The results indicate that the variation in slope temperature with depth can be divided into three stages: initial freezing, stable freezing, and thawing. In the freezing stage, the negative temperature gradient drives water to migrate towards the freezing front, forming segregated ice and inducing frost heave. In the thawing stage, the latent heat released by the phase change in segregated ice promotes water to move towards the slope toe, increasing the water content there and indirectly exacerbating the risk of slope instability. The heat and moisture transfer in frozen soil slopes shows non-linear and dynamic characteristics. The unique process of one-way freezing and two-way thawing makes the thawing rate 1.35 times that of the freezing rate, and this asymmetric characteristic is the key to understanding the mechanism of slope instability.

Transportation infrastructure, such as highway embankment slopes and retaining walls, are often constructed using locally available fill materials. Slopes constructed with such fills can pose problems as those fills can be expansive and experience surficial failures due to significant strength reductions over the years from cyclic moisture ingress and egress. Repeated wetting and drying cycles often result in the formation of desiccation cracks, which, when compounded by rainfall events, lead to moisture infiltration in the cracks and cause surficial slope failures. This paper provides a forensic investigation conducted on one such collapsed highway embankment slope in Houston, Texas, employing exhaustive timeseries optical image analysis, site characterization, laboratory studies, and numerical modeling. In-situ investigations included determining the site properties using the Texas cone penetration test and retrieving augered soil specimens. Site characterization indicated that the embankment soil was expansive in nature and susceptible to moisture-induced distress. Subsequently, laboratory shear strength studies were performed, and it was determined that the loss in cohesion in the problematic clay during the fully softening stage was responsible for initiating slope failure. Shallow slope failure was often attributed to surficial cracking due to moisture migration and reduction in shear strength from peak to fullysoftened, and further aggravated by insufficient drainage along the slope and vegetation removal. Surficial soil treatment with a calcium-based stabilizer was determined as a potential mitigation method. Engineering studies and numerical analyses showed that soil stabilization using calcium-based stabilizers notably enhanced the mechanical strength properties and overall stability of the slope under future extreme precipitation conditions. Overall, the study emphasized the importance of moisture regulation and the inclusion of anticipated rainfall projections within numerical models along with suitable chemical stabilizers to stabilize problematic embankment subgrade conditions in order to ensure an adequate performance of transportation infrastructure for long-term serviceability.

This study aims to investigate the sliding mechanism of slopes along railways in loess regions under the coupling effect of extreme rainfall and train vibration. Using the Baotou-Xi'an railway as a case study, a physical model of slopes along railways was developed to account for the impacts of dry-wet cycles, extreme rainfall, and train vibration. The experiments revealed that during the dry-wet cycle phase, the pore fractal dimension of the slope soil decreases from 2.95 to 2.81, indicating an increase in macropores, which enhances water transport efficiency in the soil. Following extreme rainfall, the pore water pressure and moisture content data of the soil approach peak levels, suggesting increased soil saturation and weakened stability. Subsequent vibration loading results in highly saturated soil, as evidenced by fluctuations in volumetric moisture content (from 48 % to 50.7 %) and pore water pressure (from 1.6 to 1.8 Kpa). Train vibration contributes to crack formation and expansion, while water infiltration establishes a pore-crack-seepage network. This network, combined with rainfall and train vibrations, destabilizes the soil structure and triggers landslides in loess regions along railways. The continuous application of vibration load further expands the sliding range. Meanwhile, an equation was derived to determine the sliding distance in relation to the number of vibratory loads applied. The sliding mechanism of slopes along railways under the combined influence of rainfall and train vibration has been preliminarily verified through micro, meso, and macroscopic perspectives.

Loose fill slopes are prevalent worldwide, and their failure during rainstorms is frequently documented. While existing studies have primarily focused on the initiation of such failures, the post-failure motion of rainfallinduced loose fill slope failures has rarely been explored. This study addresses this knowledge gap by investigating both the initiation and subsequent motion of rainfall-induced loose fill slope failures. To achieve this goal, a hydro-mechanical coupled MPM model was utilized to back-analyze the catastrophic 1976 Sau Mau Ping landslide in Hong Kong and conduct parametric studies. From an engineering perspective, the contractive behaviour of loose coarse-grained soil, which induces positive excess pore water pressure and leads to Bishop's stress reduction and a drop in strength, is a major factor contributing to this landslide. The entire failure process can be classified into three phases with different failure modes: local slide, global slide, and flow-like slide, closely related to the soil stress path. The computed results closely match the field measurements on various aspects, including the landslide zone, mobilized volume, and runout distance. The parametric studies reveal that the landslide zone, mobilized soil volume, and final runout distance decrease with a lower value of dilation angle and a smaller critical state plastic deviatoric strain. Conversely, in the case of a constant SWRC, there tends to be an overestimation of these parameters. It is therefore important to consider soil contraction and its influence on hydro-mechanical behaviour.

Soils and geosynthetics are terms used interchangeably whenever the physical and mechanical properties of the soil are unlikely to sustain the load coming over it. Several studies have been undertaken to determine the benefits of using geosynthetic products instead of conventional procedures such as stone columns, jet grouting, soil nailing, and so on. As far as geotechnical applications are concerned, geogrid is the most widely utilised polymeric product. This paper provided an overview of geogrid's numerous applications, including pavements, airport runways, railroads, building foundations, MSE walls, bridge embankments, and landfills. Furthermore, this bibliometric analysis has revealed the important laboratory model experiments done on geogrids as well as numerical finite element and finite difference model analysis. An overview of several case studies involving geogrid reinforcement in large projects was also documented; the review also discussed the present trends and opportunities for future development of new geogrid reinforcement technologies within the same of the literature collection to have better clarity for comparison.

For slope instability caused by rainfall, there are some differences between ideal rainfall conditions and actual rainfall conditions. In order to study the stability of slopes under heavy rainfall, this paper therefore takes the 7.20 special rainstorm in Zhengzhou as an example. Four factors, namely average annual rainfall q, soil permeability coefficient anisotropy kr, water table height h(w), and suction friction angle phi(b), were selected as variables. The finite element method was used to analyze the variation rule of initial pore water pressure (IPWP) at the top and bottom of the slope under various factors during the rainfall process, the limit equilibrium method was used to calculate the safety factor (F-s) after the rainfall, and the grey correlation analysis method was used to analyze the sensitivity of factors affecting slope stability under heavy rainfall. The result shows that the pore water pressure at the top of the slope varies more than that at the bottom of the slope during rainfall. The lower the initial pore water pressure, the lower the safety factor of the slope at the end of rainfall. The sensitivity of each factor to the slope safety factor is in the following order: phi(b)>k(r)>h(w)>IPWP.

This study investigates the pore water pressure and water content on a forested slope, focusing on the impact of canopy interception across various rainfall intensities. The study was performed on slopes in the Sukajaya Sub District of West Bogor, West Java, Indonesia, a region that encountered landslides in 2020. Soil hydraulic characteristics, soil textures, saturated water content, and soil moisture content at different pressures, were assessed at different slope locations and depths. The pore water pressure and water content change were simulated using the one-dimensional uniform (equilibrium) finite element model of water movement using the modified Richards and were executed with the HYDRUS 1D model across six scenarios of a combination of three rainfall events at two initial conditions of water content, contrasting bare and vegetated slopes of Maesopsis eminii, which exhibited 35% canopy interception. Findings demonstrate that bare soil attains saturation more rapidly, resulting in elevated pore water pressure and increased susceptibility to slope instability. Conversely, vegetated slopes have delayed saturation owing to canopy interception, which diminishes the volume of rainfall that reaches the soil. The results highlight the crucial function of vegetation in preserving slope stability by regulating soil water pressure and water content, particularly during intense rainfall events. This research enhances comprehension of how vegetated areas might reduce landslide hazards in high-rainfall environments.