Extreme rainfall causes the collapse of rammed earth city walls. Understanding the depth of rainwater infiltration and the distribution of internal moisture content is crucial for analyzing the impact of rainfall on the safety and stability of these walls. This study focuses on the rammed earth city wall at the Mall site in Zhengzhou. Based on Richards' equation, the water motion equation of rammed earth wall is deduced and established. The change of moisture content of rammed earth wall and the development of wetting front under rainfall condition are studied. The stability of the rammed earth city wall under rainfall infiltration is analyzed by finite element methods. The results show that the water motion equation can effectively describe the moisture distribution inside the rammed earth city wall during rainfall. As the rainfall continues, the wetting front deepens, and the depth of the saturated zone increases. Just below the wetting front, the moisture content decreases rapidly and eventually returns to its initial value. the water motion equation provides a theoretical basis for analyzing water-related damage in rammed earth walls. Factors such as the initial soil moisture content, rainfall duration, and rainfall intensity significantly influence the distribution of the wetting front and moisture content. The saturation of the upper soil layers reduces the shear strength of the shallow soil, leading to a decrease in the safety factor, which can result in shallow landslides and collapse of the rammed earth wall. The research results can provide theoretical support for the analysis of water infiltration law of rammed earth city walls under rainfall conditions, and provide reference for revealing the instability mechanism of rammed earth city walls induced by rainfall. (c) 2025 Elsevier Masson SAS. All rights are reserved, including those for text and data mining, AI training, and similar technologies.

Frozen-soils with different moisture contents (MCs) often experience freeze-thaw cycles (FTCs) owing to fluctuations in seasonal or day-night temperature. The influence of FTC on the impact dynamic mechanical properties of frozen-soils with different MCs was investigated in this study. The impact dynamic compression tests on frozen-soils with different MCs (20%, 25%, and 30%) following varying numbers of FTC (0, 1, 3, 5, and 7) using a split Hopkinson pressure bar apparatus were conducted. The experimental results revealed that the impact dynamic strength of the frozen-soil was related to the number of FTC and MC. A threshold exists for the number of FTC for the frozen-soil. Before reaching this threshold, the impact dynamic strength of the frozen-soil progressively decreased with an increasing number of FTC. Further, the threshold decreased as the MC decreased. Analyzing the energy of frozen-soil during impact process, an expression for the FTC damage in frozen-soils with different MCs was established using the energy density. The reinforcing effect of ice particles on the impact dynamic mechanical properties of frozen-soil was examined, and the elastic constants for the frozen-soils with different MCs were evaluated using micromechanical theory. Furthermore, a finite element numerical model of frozen-soil was developed by integrating cohesive elements into solid elements via Python scripting using the cohesive zone model. The impact dynamic mechanical behavior and crack evolution behavior of frozen-soils with different MCs following varying numbers of FTCs were simulated by considering the mechanisms of FTC degradation and ice particles reinforcement. The validity of the model was confirmed by comparing simulation and experimental results.

Enhancing the structural stability of Pisha sandstone soil is an important measure to manage local soil erosion. However, Pisha sandstone soil is a challenging research hotspot because of its poor permeability, strong soil filtration effect, and inability to be effectively permeated by treatment solutions. In this study, by adjusting the soil water content to improve the spatial structure of the soil body and by conducting unconfined compressive strength and calcium ion conversion rate tests, we investigated the effect of spatial distribution differences in microbial-induced calcium carbonate deposition on the mechanical properties of Pisha sandstone-improved soil in terms of the amounts of clay dissolved and calcium carbonate produced. The results demonstrate that improving the soil particle structure promotes the uniform distribution of calcium carbonate crystals in the sand. After microbial-induced carbonate precipitation (MICP) treatment, the bacteria adsorbed onto the surface of the Pisha sandstone particles and formed dense calcium carbonate crystals at the contact points of the particles, which effectively enhanced the structural stability of the sand particles, thereby improving the mechanical properties of the microbial-cured soils. The failure mode of the specimen evolved from bottom shear failure to overall tensile failure. In addition, the release of structural water molecules in the clay minerals promoted the surface diffusion of calcium ions and accelerated the nucleation and crystal growth of the mineralization products. In general, the rational use of soil structural properties and the synergistic mineralization of MICP and clay minerals provide a new method for erosion control in Pisha sandstone areas.

The soil construction materials cured with biopolymers are gradually being recognized and widely used in engineering areas, such as roadbeds or foundation fills. The strength of biopolymer-solidified soils (BSS) is easily influenced by the change of internal residual moisture content (RMC), however, the quantitative relationship between them remains unclear. Xanthan gum, as a representative of biopolymer, was used in this study to enhance the mechanical properties of silty sand dredged from the Yellow River under different initial water contents and curing temperatures. The unconfined compressive strength (UCS), curing time, water stability and microscopic properties of BSS were investigated via a series of indoor experiments. Results show that the proposed method for quantitatively evaluating the BSS strength using different RMC values was found to be workable compared to that of the traditional cement-treated method under different curing ages. The curing time required for BSS to reach a certain target strength, i.e. 2900 kPa, is reduced to 9.3 h at a higher curing temperature of 90 degrees C. Moreover, BSS exhibits the self-healing properties of strength recovery after re-temperature drying, with a strength recovery ratio above 45%. The control raw soil samples completely disintegrate in water within 10 s, and even lower xanthan gum biopolymer dosages, such as 0.5%, improved stability in water by reducing permeability by sealing the internal voids of the soil. SEM results indicate that the initial water content and curing temperature mainly affect the distribution of effective xanthan gum linkages, and thus significantly improve the strength and water stability of BSS. (c) 2025 Institute of Rock and Soil Mechanics, Chinese Academy of Sciences. Published by Elsevier B.V. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/ 4.0/).

To investigate the influence of sample preparation conditions and testing methods on the shear properties of compacted silt, samples with different moisture contents were prepared by saturation and drying methods. The shear mechanical properties of the samples were tested by direct shear and triaxial compression tests. When the designed moisture content wd of the sample is lower than the optimal moisture content wop, the structural strength of the drying sample is higher than that of the water-added sample, and the brittle failure is more obvious in the drying method, and the shear strength and parameters are larger. This is due to the influence of the gradation properties of the silt and the stress history in the process of sample preparation. When the intended water content of the sample is higher than the optimal water content, the mud particles are easily adjusted, and the deformation and stability process before shearing makes the two sample structures tend to be the same. So that the failure trend and shear strength properties are close to each other. Under the influence of the stress state of the sample in the direct shear and triaxial test and the uniformity of the distribution of clay particles in the water addition method, the change rule of the aggregate strength of silt particles on the shear surface is different with the thickness of the water film. The change rule of shear strength and water addition method parameters differs with the change of wd, while the shear strength and drying method parameters decrease with increasing wd.

The phenomena of dry shrinkage and wet expansion and frost heave and thaw settlement in expansive soils in seasonally frozen regions have caused numerous engineering problems. This study focuses on the strength degradation and slope instability in expansive soil water channels of the Northern Xinjiang water supply project. Using drying-wetting and freezing-thawing cycles as experimental conditions, the research includes moisture content monitoring at various depths to analyze soil moisture variation patterns during different stages. Additionally, laboratory experiments are conducted to study the effects of these cycles on non-uniform deformation, strength degradation, and microstructure damage in expansive soils. The results reveal that: 1) Under drying-wetting and freezing-thawing conditions, expansive soils at certain depths of the channel foundation exhibit significant moisture content fluctuations. The most significant variations occur during the freeze-thaw phase, establishing a phase change dynamic zone within the expansive soil. 2) Drying-wetting and freezing-thawing cycles cause significant microstructural damage in expansive soils, marked by continuous crack development and expansion with increasing cycle frequency. The soil experiences persistent dry shrinkage and wet expansion and frost heave and thaw settlement effects. In the early stages of drying-wetting and freezing-thawing action, expansive deformation significantly contributes to total deformation. However, after a certain number of cycles, both volumetric and expansive soil deformation gradually stabilize. 3) Expansive soils exhibit varying degrees of degradation in shear strength and strength parameters. Cohesion degrades more significantly, following an exponential decrease, while the internal friction angle experiences a less pronounced reduction. In the early stages of dry-wet and freeze-thaw cycles, cohesion degradation accounts for 41.2% to 48.6% of the total degradation rate. The significant decrease in soil cohesion leads to shallow landslides in expansive soil slopes of channel foundations, highlighting the crucial role of cohesion in slope instability.

Rubber-based intercropping is a recommended practice due to its ecological and economic benefits. Understanding the implications of ecophysiological changes in intercropping farms on the production and technological properties of Hevea rubber is still necessary. This study investigated the effects of seasonal changes in the leaf area index (LAI) and soil moisture content (SMC) of rubber-based intercropping farms (RBIFs) on the latex biochemical composition, yield, and technological properties of Hevea rubber. Three RBIFs: rubber-bamboo (RB); rubber-melinjo (RM); rubber-coffee (RC), and one rubber monocropping farm (RR) were selected in a village in southern Thailand. Data were collected from September to December 2020 (S1), January to April 2021 (S2), and May to August 2021 (S3). Over the study period, RB, RM, and RC exhibited significantly high LAI values of 1.2, 1.05, and 0.99, respectively, whereas RR had a low LAI of 0.79. The increasing SMC with soil depths was pronounced in all RBIFs. RB and RM expressed less physiological stress and delivered latex yield, which was on average 40% higher than that of RR. With higher molecular weight distributions, their rheological properties were comparable to those of RR. However, the latex Mg content of RB and RM significantly increased to 660 and 742 mg/kg, respectively, in S2. Their dry rubbers had an ash content of more than 0.6% in S3.

In the Ulan Buh Desert, which is located in a seasonally frozen region, a frozen soil layer can appear in the winter after the wind erosion of dry sand from the surface of a mobile sand dune, thus altering the wind-sand transport process. To clarify the wind-sand transport pattern after the emergence of a frozen soil layer, this study used wind tunnel experiments to study the variations in the wind erosion rate and sediment transport pattern of frozen and nonfrozen desert soil with different soil moisture contents (1-5%). The results revealed that the relationships of the wind speed, soil moisture content and wind erosion rate are in line with an exponential function, and the wind erosion rate decreases by 6-52% after the desert soil is frozen. When the soil moisture content of the nonfrozen desert and frozen desert soil is 4% and 3%, respectively, the wind erosion rate of the soil can be reduced by more than 65% compared with that of natural dry sand (soil moisture content of 0.28%), i.e., the wind erosion rate can be effectively reduced. The sediment transport rate of nonfrozen desert soil decreases with increasing height, with an average ratio of approximately 65% for saltation. The sediment transport rate of frozen desert soil first increases but then decreases with increasing height, with an average ratio of approximately 80% for saltation. When sand particles hit the source of frozen desert soil, the interaction between particles and bed surface is dominated by the process of impact and rebound, so that more particles move higher, and some sand particles move from creep to saltation. In summary, freezing has an inhibitory effect on the wind-sand activity of desert soil, and freezing makes it easier for sand to move upwards.

Silty clay is a common compressible soil found in many engineering projects, where its deformation behavior is particularly complex under cyclic loading. This study uses the GDS dynamic triaxial testing system to examine how silty clay deforms under different moisture contents, confining pressures, and cyclic stress ratios (CSR). The results show that the cumulative strain of silty clay follows a three-phase pattern: an initial rapid increase (N = 0-300), followed by a slower rise (N = 300-1000), and finally reaching a stable state (N > 1000). Among the factors tested, CSR has the most significant impact on cumulative strain, with moisture content coming second, while confining pressure has a relatively minor effect. After 1000 cycles, cumulative strain shows a clear linear growth trend. Linear fitting analysis indicates that the uncertainty in the fitted curve is influenced by moisture content, confining pressure, and CSR. Uncertainty is greater at both low and high moisture content levels, while it is lower under moderate moisture conditions. These findings provide valuable insights into predicting soil deformation in engineering applications, helping to improve our understanding of silty clay behavior under cyclic loading.

Rock joints in fault zones are commonly filled with fault gouge, where clay fillings are common. Until now, the shear characteristics of filled rock joints under different moisture contents and shear rates have not been well understood. This work investigates the mechanical behaviour of rock-like materials with clay-filled joints under compression-shear loading. A self-developed rock shear test system was used to conduct direct shear tests on rock-like materials under three normal stresses and five shear rates. Six types of natural red clay with different moisture contents were selected for filling. The coupling effects of the moisture content and shear rate on the mechanical properties of rock-like samples with clay-filled joints were investigated. Furthermore, the failure characteristics of the failure surfaces of rock-like materials after shearing were scanned via 3D scanning. The test results show that the moisture content of fillings and shear rate significantly affect the shear characteristics of rock-like materials with filled joints. The plastic limit moisture content is a critical point where the shear rate has the least effect on the shear strength. Under dry soil filling conditions, the degree of shear damage on the shear plane is the smallest. The present results can provide guidance for slope protection projects.