Silt is widely utilized as a filling material in transportation construction, However, it frequently suffers from problems, such as excess pore water pressure buildup, settlement, and mud pumping. Wicking geotextiles have emerged as a sustainable solution by improving both drainage and reinforcement capacities, yet their optimal design parameters remain unclear. To address this gap, a series of tests were performed to investigate the effects of compaction degree, reinforcement configuration (number, spacing, position), and specimen geometry on the mechanical and consolidation of silt reinforced with wicking geotextiles. The results reveal that the failure mechanism of reinforced silt progresses through four distinct stages, which the wicking geotextile improved interparticle contact, delays crack initiation, and improves post-peak stability. Wicking geotextiles significantly improve strength, particularly at lower compaction degrees, by restraining crack propagation and promoting uniform stress distribution. Optimal mechanical performance was achieved with three reinforcement layers and compaction degrees of 93-95 %. Mid-depth placement of a single layer or uniform spacing of multiple layers produced the best outcomes. Although non-uniform spacing provided advantages at early deformation stages, it ultimately induced premature failure, whereas uniform spacing (= 1.27 exhibited improved ductility, while larger specimens with multiple layers demonstrated improved post-peak stability. Wicking geotextiles accelerated drainage and void ratio reduction but concurrently decreased the compression modulus. These findings contribute to a more comprehensive understanding of the mechanical and hydraulic responses of wicking geotextile-reinforced silt and provide practical insights for the design and optimization of reinforced subgrades.

Underground tunnels subjected to asymmetric load or ground conditions are susceptible to experiencing uneven longitudinal bending, shearing, and torsional deformations, which further induce cross sectional flattening and warping. The intrinsic damages caused by multiple deformation modes are critical for tunnel health and safety but have long been neglected in practice. In the paper, a three-dimensional analytical model for soil-tunnel interactions was proposed with multiple-mode deformations incorporated, where the tunnel is assumed as a thin-walled pipe resting on an elastic foundation with five deformation modes: bending, shearing, torsion, warping, and flattening. Besides, a three-dimensional variable soil spring model was adopted, accounting for the strata discontinuities in longitudinal and transverse directions. A finite element solution for the proposed model was derived under arbitrary external loads using the principle of minimum potential energy. The validity of the proposed model was substantiated through three case studies. Based on the model, the coupling relationship of tunnel structure in transverse and longitudinal directions was revealed. Furthermore, parametric analysis was conducted to reveal the impact of tunnel width-to-thickness ratio, soil resistance coefficient, and composite strata on tunnel behaviors. These results significantly contribute to a deeper understanding of the intricate behaviors of tunnels, offering potential advancements for improved tunnel design methodologies.

Underground mining exploitation causes deformations on the ground surface as a result of the filling of the resulting voids. In certain situations, apart from mild continuous deformations, discontinuous deformations may occur in the form of, e.g., steps in the ground. Unexpectedly occurring discontinuous deformations cause significant damage to buildings protected against the influence of continuous deformations, but do not lead to their complete destruction. For this reason, the aim of this paper is to present a numerical analysis of such an impact case, which, on the one hand, is sufficiently accurate and reflects the behaviour of the real structure, and on the other hand, it will be a guide for experts who will aim to determine the safety of similar structures. In the presented case, the multiple longwall mining of coal ended in the same place resulting in the formation of a step in the ground about 15 cm high under a residential building. Not protected building against such deformations, suffered significant damage. The numerical analysis of the residential building was carried out with the advanced ATENA software package. In order to accurately represent the building and the impacts, the structure and the surrounding ground were modelled. The structure of building and the ground were modelled with tetrahedron- and hexahedral-shaped volumetric elements. On the contact surface of the structure elements and the ground, flat contact elements were used. The loads on the structure were introduced in the form of displacements caused by the appearance of a terrain threshold. The results of numerical calculations are presented in the form of color stress maps. The obtained calculation results are very close to the actual damages, which confirms the correctness of the analysis.

We study CO2 injection into a saline aquifer intersected by a tectonic fault using a coupled modeling approach to evaluate potential geomechanical risks. The simulation approach integrates the reservoir and mechanical simulators through a data transfer algorithm. MUFITS simulates non-isothermal multiphase flow in the reservoir, while FLAC3D calculates its mechanical equilibrium state. We accurately describe the tectonic fault, which consists of damage and core zones, and derive novel analytical closure relations governing the permeability alteration in the fault zone. We estimate the permeability of the activated fracture network in the damage zone and calculate the permeability of the main crack in the fault core, which opens on asperities due to slip. The coupled model is applied to simulate CO2 injection into synthetic and realistic reservoirs. In the synthetic reservoir model, we examine the impact of formation depth and initial tectonic stresses on geomechanical risks. Pronounced tectonic stresses lead to inelastic deformations in the fault zone. Regardless of the magnitude of tectonic stress, slip along the fault plane occurs, and the main crack in the fault core opens on asperities, causing CO2 leakage out of the storage aquifer. In the realistic reservoir model, we demonstrate that sufficiently high bottomhole pressure induces plastic deformations in the near-wellbore zone, interpreted as rock fracturing, without slippage along the fault plane. We perform a sensitivity analysis of the coupled model, varying the mechanical and flow properties of the storage layers and fault zone to assess fault stability and associated geomechanical risks. (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 license (http://creativecommons.org/licenses/by/4.0/).

Many earth dams are damaged by shearing under seismic stresses effect. In Algeria, earthquake of 21 May 2003, of magnitude Mm = 6.9 on Richter scale, considered as the most violent for more than 20 years, occurred about 70 km east of Algiers's capital, where a large number of structures were damaged in this region. The aim of this article is to present a numerical analysis of an earth dam in the province of Oum-Elboughi. The objective is to show the influence of compressive seismic waves and the effect of foundation deph on dam behavior .The stady was carried out using a 2D finite difference method (FDM) using the FLAC 2D calculation code. In this analysis, a soil nonlinear behaviour is provided by a combined Hardin/Drnevich hysteretic damping behaviour model with Mohr-Coulomb elasto-plastic model. Results that are presented in terms of deformations and shear stresses developed at the dam and dam foundation show that the most critical area is located on the downstream side of the dam. Increasing the foundation depth decreases the value of horizontal stress, while decreasing it increases the dam instability risk.

The sharp morphological features of lunar dust particles generate significant elastic-plastic contact forces and deformations upon contact with material surfaces, which considerably affect the mechanical properties of lunar dust particles, including their contact, collision, adhesion, transport, and wear characteristics. Despite these severe effects, valid models considering the contact characteristics of typical sharp-featured lunar dust particles are currently lacking. This study proposes an elastic-plastic contact model for nonrotationally symmetric lunar dust particles showing typical sharp features. Detailed derivations of the expressions for various physical responses observed when lunar dust particles establish normal contacts with elastic and elastic-plastic half-spaces under adhesive conditions are also provided. These include derivations for elastic forces, elastic-plastic forces, contact areas, pull-off forces, residual displacements, and plastic deformation areas. Furthermore, the tangential pull-off force during the tangential loading of lunar dust particles is derived, and the tangential contact characteristics are explored. Comparisons of the results of the proposed model with those of previous experiments reveal that the proposed model shows errors of only 6.06 % and 1.03 % in the maximum indentation depth and residual displacement, respectively. These errors are substantially lower than those of conventional spherical models (60.30 % and 60.13 %, respectively), confirming the superior accuracy of the proposed model. Furthermore, the discrete element method is employed to analyze the effects of normal and tangential contacts, dynamic characteristics, and plastic deformations on the considered lunar dust particles. The results are then compared with those of existing contact models. They reveal that maximum elastic-plastic forces under normal contact conditions are positively correlated with the initial velocity but negatively correlated with the lateral angle. Furthermore, the tangential pull-off force is positively correlated with the normal force and surface energy. In addition, the contact duration of lunar dust particles is positively correlated with their initial velocities, while the residual displacement is negatively correlation. For instance, as the initial velocity increases from 10 to 50 m/s, the maximum elastic-plastic force increases from 37.64 to 321.72 mN. Comparisons of the proposed model with other contact models reveal that the maximum elastic-plastic force of the elastic-plastic triangular pyramid model is only 14.93 % that of the cylindrical model, 34.23 % that of the spherical model, and 76.27 % that of the conical model, indicating significant reductions in the maximum elastic-plastic force owing to the plastic deformations of particles with typical sharp features. Overall, the results of this study offer crucial insights into the mechanical characteristics of nonspherical lunar dust particles under various contact conditions, such as elastic-plastic and adhesive contacts, and can guide in situ resource utilization on the lunar surface and for craft landings.

Purpose: The study aims to investigate the behavior of buried steel pipelines in different layouts under the influence of various permanent ground movements that may occur as a result of earthquakes. In addition, different factors such as pipe diameter, pipe material properties, burial depth, and lateral earth pressure were varied to form 8 different analysis groups to determine their effects on the performance of pipelines. The results will contribute to the practical design and preliminary evaluation of the pipelines by the operating institutions. Theory and Methods: The effects of 10 different axial ground motion lengths, 9 different ground displacements, 8 different pipe layout models and 16 different variables (e.g. burial depth) were evaluated by finite element analyses. In order to observe the interdependent effects of the changes, analyzes were carried out by considering over ten thousand combinations. Results: The effects of the length of the PGD zone and the amount of displacement on pipeline behavior are assessed relative to boundaries (Fig. A) for different pipeline layouts. Moreover, the effects of the investigated variables on pipe stress and strain are explained one by one in the study. Conclusion: The effect of variables such as burial depth and pipe material properties on the analysis results varies depending on pipeline layouts and other parameters such as displaced ground block length and displacement amounts. Contributions of all these factors on pipeline performance are explained in detail to provide guidelines for the design and preliminary evaluation of the pipelines by institutions which operates the systems.

The deformations revealed by us in the ancient buildings of the village of Tsymyti indicate very strong seismic oscillations. The displacement of a block weighing 25 t against the slope of the relief indicates very strong accelerations of the soil-more than 1 g. Thus, the local intensity of seismic oscillations is at least Il = IX-X. In the walls of ancestral towers and burial crypts, it is possible to identify a significant number of extended interblock cracks, tilts, and collapses of walls and their parts. Rotations of building elements and deformations of window openings are also revealed. The distribution of the tilts of the walls shows their general declination to the west. According to the same azimuth, the abovementioned multiton block was ejected. The deformation of the window openings also took place in the walls of the sublatitudinal orientation, i.e., possibly from the western direction. The age of the towers in Tsymyti has two periods: 15th-16th centuries (use in the construction of dry masonry without cement) and 16th-17th centuries (use of masonry with cement mortar). It is possible that the change in the type of construction was caused by a seismic event. The same earthquake, apparently, damaged the Dzivgis fortress, located lower down the valley of the Fiagdon River. The trend of the outer wall of the fortress coincided with the direction of seismic oscillations (along the east-northeast-west-southwest axis), which approximately coincides with the sublatitudinal direction of seismic oscillation in Tsymyti. The first earthquake probably also damaged the Gutnov family tower in Dzivgis, built in the 15th-16th centuries. The tower was mostly repaired, and the cracks visible in the walls of the tower to this day appeared in it during the second earthquake, which apparently caused the destruction of buildings in the village of Dzivgis. The age of these buildings dates back to the 18th-19th centuries. The age of the necropolis in Tsymyti was determined by archaeologists as the 17th-18th centuries. Heavily destroyed crypts are apparently a consequence of the second earthquake in the region. The crypts that received minor damage are probably the result of the third earthquake. In Dzivgis, in the 19th century, the third earthquake led to a rockfall that deformed the metal cemetery fences; this seismic event occurred after 1878. Additional field and desk studies are necessary for a more complete parameterization of ancient seismic events, as well as the localization of ancient epicentral zones in certain structures of the crust of the region.

Our archaeoseismological studies of the ruins of a medieval Christian temple located at the foot of Kilisa-Kaya Mountain in the southeast of the Crimean Peninsula have shown that the building structures have obvious traces of significant seismic damages: tilts, shifts, and rotations of both entire building elements and individual stone blocks or their packages. Extended subvertical interblock cracks break the walls of the temple to their entire residual height. Oblique cracks that occur under conditions of longitudinal compression cut elongated building blocks. The stone pavement of the temple is also damaged: there are depressions in it. Judging by the fact that the temple was repaired, and sections of the repaired walls were also deformed, the structure was affected by two seismic events. The last of them left traces in the apse and the northern portal. Seismic oscillations spread in the sublatitudinal direction. The damage caused by this earthquake apparently includes shifts and tilts of brickwork in the submeridionally oriented walls, as well as the loss of domed and arched parts of the building. The first earthquake led to the appearance of deformations (shifts) in the walls of the sublatitudinal strike, after which the temple was repaired. The second seismic event, apparently, led to the formation of a landslide in the upper reaches of the dry creek in the valley of which the temple was located. The lake formed above the dam once broke through the barrier, and a mudslide passed down the valley. The mudflow material filled the interior of the temple and formed sediments around the building. Mudslide deposits covered and preserved the walls of the temple, as well as deformations in them for hundreds of years. Judging by the severity of the damage to the religious building, built with special quality, the intensity of seismic oscillations during both seismic events was at least VIII points. The exact dates of the construction of the temple and the earthquakes still need to be clarified, for which further research of the monument is necessary. Since its construction is tentatively dated from the second half of the 12th century to the first half of the 13th century, the first earthquake occurred after the specified date. It is known that the temple was almost completely buried under a layer of soil by the end of the 18th century. Accordingly, the second seismic event can be dated to this time.

Cracking of soils associated with subsidence is a complex and multiparametric problem. Local soil conditions could be responsible for the dramatic differential settlements and fissures manifest when the water pumping reduces the volume of the compressible strata. This situation is of extreme importance due to the level of damage to urban infrastructure and buried facilities (gas, water, and drainage) as well as to housing structures. In this research, using a simple geotechnical model of subsidence (finite element method, Mohr-Coulomb criterion) parametric combinations of materials and basement geometry are tested to define the geotechnical settings more susceptible to deformation and derived cracking. These approximations are compared with measurements and field surveys in Mexico City to validate the hypothesis. Defining the zones that are more susceptible to respond with cracking due to the phenomenon of subsidence can be especially important when designing urban development programs, restoration campaigns for buried pipes, even for construction and operation of new pumping wells.