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CONTENTS
Volume 42, Number 5, September10 2025
 

Abstract
The development of underground spaces requires detailed insight into subsurface conditions, particularly the soil– rock interfaces, as this information is crucial for the effective design and safe construction of underground infrastructures. Traditional geotechnical site investigations rely mainly on direct drilling and sampling; however, these methods yield data only at specific investigation points, thus posing limitations in comprehensively capturing ground conditions across an entire area. To address this limitation, various studies have aimed to predict unknown subsurface sections using existing borehole data. Conventional methods use geospatial interpolation, while machine learning has emerged as a strong alternative. The selection and proper tuning of an appropriate model are critical to achieving optimal performance. This study applies automated machine learning, focusing on predicting soil-rock interfaces in unsampled regions using borehole data. AutoGluon is used as the machine learning framework to automate data preprocessing, model selection, hyperparameter tuning, and model ensemble. For this study, approximately 20,000 boreholes from the Seoul metropolitan area were collected and employed. Additionally, various digital maps were used to extract input variables. To capture non-linearity among input variables, Uniform Manifold Approximation and Projection were employed to reduce the dimensionality of the dataset, while Hierarchical Density-Based Spatial Clustering of Applications and Noise was implemented as the clustering algorithm. When compared to a model tuned using Bayesian optimization, AutoGluon exhibited superior predictive performance and reduced errors. Furthermore, although the focus of this study is on predicting the soil-rock interface, the methodology can be extended to the prediction of other geotechnical parameters.

Key Words
automated ML; clustering; data-driven; soil-rock interface; spatial prediction

Address
Dongwoo Lim: Department of Civil, Environmental and Plant Engineering, Konkuk University, 120 Neungdong-ro,
Gwangjin-gu, Seoul, Republic of Korea, 05029
Mijin Goo and Taeseo Ku: Department of Civil and Environmental Engineering, Konkuk University, 120 Neungdong-ro,Gwangjin-gu, Seoul, Republic of Korea, 05029
Han-Saem Kim: Department of Civil and Environmental Engineering, Dongguk University, 30, Pildong-ro 1-gil,
Jung-gu, Seoul, Republic of Korea, 04620

Abstract
With the continuous expansion of urban construction land and the development and utilization of underground space, the conflict between ground fissures, which are widely developed in urban areas, and urban construction has become increasingly prominent. It has become a particularly prominent geological problem in urban construction, seriously affecting the planned construction of urban buildings and the safe service of the entire life cycle of existing infrastructure. Based on the principle of limit equilibrium, the calculation formulas of soil pressure, internal force and lateral displacement of the isolation wall are derived, and the variation laws of soil pressure and lateral displacement of the isolation wall under different wall parameters and soil parameters are analyzed, and the applicability of the theoretical formula was verified through numerical simulation. On this basis, taking the ground fissures site of Beijing Capital International Airport as an example, and a disaster mitigation method for Beijing Capital International Airport ground fissure settlement deformation based on rigid isolation walls was proposed. Research shows that the soil pressure of the isolation wall above the intersection point of the ground fissure and the isolation wall is distributed in a triangular pattern, and below the intersection point, it is distributed in a trapezoidal pattern, the analytical solution and the numerical solution have the same changing trend, the soil pressure at any depth obtained by the analytical solution is always greater than that of the numerical solution, which is approximately 1.11 times. With the increase of the thickness of isolation wall, the soil pressure of isolation wall gradually increases and the lateral displacement gradually decreases. When the wall thickness increases from 0.5m to 1.5m, the maximum soil pressure value increases by 5.62% and the lateral displacement at the top decreases by 8.62%, at the bottom increases by 22.7%. When the wall thickness increased from 1.5 m to 2.5 m, the maximum soil pressure decreased by 1.16%, the lateral displacement at the top increased by 4.3%, and the lateral displacement at the bottom decreased by 15%. The soil pressure and lateral displacement of the isolation wall gradually decrease with the increase of the elastic modulus and Poisson's ratio of the soil, when the elastic modulus of the soil increases by 1.2 times, the soil pressure exerted on the retaining wall decreases by 42.02%, when the Poisson's ratio of the soil increases 0.05, the soil pressure exerted on the retaining wall decreases by 29.3%. The soil pressure and lateral displacement of the isolation wall are minimally affected by the elastic modulus of the wall, only about 1%. The disaster mitigation method based on the uneven settlement deformation of ground fissures caused by isolation wall can alleviate the ground fissures disaster at Beijing International Airport, with the increase in the active dislocation amount of ground fissures, the soil pressure, lateral displacement and bending moment of the isolation wall increase. The research results will deepen the understanding of the disaster reduction mechanism of ground fissures and provide theoretical support for the design of ground fissures disaster reduction and prevention.

Key Words
Beijing capital international airport ground fissures; disaster mitigation design method; isolation wall; limit equilibrium principle; mechanical mechanism

Address
Huandong Mu: School of Geological Engineering and Geomatics, Chang'an University,
South Second Ring Road, Beilin District, Xi'an 710054, People's Republic of China;
Institute of Geotechnical Engineering, Xi'an University of Technology,
5 Jinhua South Road, Xi'an 710048, People's Republic of China
Ye He: Institute of Geotechnical Engineering, Xi'an University of Technology,
5 Jinhua South Road, Xi'an 710048, People's Republic of China
Yahong Deng: Key Laboratory of Western Mineral Resources and Geological Engineering, Ministry of Education, Chang'an University,
South Second Ring Road, Beilin District, Xi'an 710054, People's Republic of China
Haiqin She: Baoji City Bureau of Natural Resources and Planning, Baoji 721004,
125 Baoguo Road, Administrative Center Building 1, Baoji 721004, People's Republic of China

Abstract
This study employs the particle flow algorithm to simulate stress wave propagation across stuffed joints in a singlehole blasting scenario involving concrete with soft and stiff interlayers. Blasting was conducted at different depths, locations, and interlayer thicknesses, followed by analysis of the energy field and crack development. Results showed that shear fractures formed perpendicular to tensile cracks, which developed parallel to the blast hole. Increasing the hard interlayer's thickness enhanced its capability to accommodate concrete failure and reflect stress waves. The proximity of the weak interlayer to the blast hole influenced damage in the surrounding rock, with a threshold radius roughly twice the blast area. Outside this radius, the effects of blasting were minimal. For fixed weak interlayers, greater thickness led to more stress wave reflection and worsened concrete collapse. Lengthening weak interlayers improved stress reduction, while shortening them decreased the peaks of angular momentum and friction potential, increasing strain energy. In contrast, lengthening hard interlayers reduced effective stress dispersion and lowered both kinetic and friction energy peaks. The stress states of an object show that when a weak interlayer is within a radius of approximately twice the crushing area, the surrounding host concrete experiences high stress. In contrast, stress is low when the weak interlayer is outside this radius. When a hard interlayer is included, the host concrete is under high stress regardless of distance. The soft interlayer model exhibits higher kinetic and overall friction energy peaks compared to the hard interlayer model, but has a lower strain energy peak due to its significant dampening effect on wave propagation.

Key Words
blasting; hard interlayer; PFC2D; physical test; soft interlayer

Address
Mojtaba Pourali, Vahab Sarfarazi, Hesam Dehghani and Shirin Jahanmiri: Department of Mining Engineering, Hamedan University of Technology, Hamedan, Iran
Hadi Haeri: Department of Mining Engineering, Higher Education Complex of Zarand, Shahid Bahonar University of Kerman, Kerman, Iran
Jinwei Fu: School of Civil Engineering and Transportation, North China University of Water Resources and Electric Power,
Zhengzhou, 450046, China
Mohammad Fatehi Marji: Department of Mine Exploitation Engineering, Faculty of Mining and Metallurgy, Institute of Engineering,
Yazd University, Yazd, Iran

Abstract
Natural fiber reinforcement effectively mitigates strength degradation in soils subjected to freeze-thaw cycles. Although natural fiber-soil interfacial strength plays a crucial role in controlling the behavior of fiber-reinforced frozen soils, the mechanisms underlying its evolution under freeze-thaw conditions are not yet fully understood. This study investigates straw fiber-soil interfacial strength using fiber pull-out tests, scanning electron microscopy tests, and nuclear magnetic resonance tests conducted after 0, 1, 3, 5, 10, 15, and 20 freeze-thaw cycles. The results show that interfacial strength decreases exponentially as the number of freeze-thaw cycles increases. This reduction is more pronounced at higher water contents or greater dry densities, primarily due to its positive correlation with pore development induced by freeze-thaw processes. Additionally, a calculation method is proposed for determining the critical straw fiber length in fiber-reinforced frozen soils, providing theoretical guidance for engineering applications in cold regions.

Key Words
critical straw fiber length; freeze-thaw cycle; interfacial strength; NMR analysis; SEM analysis; straw fiber-soil interface

Address
Chao Liu,Xiaojuan Yu and Xingyu Wu: School of Civil Engineering, Yancheng Institute of Technology, Yancheng 224051, Jiangsu, China
Guizhong Xu and Ji Chen: School of Architecture and Engineering, Yancheng Polytechnic College, Yancheng 224005, Jiangsu, China

Abstract
Foundation stability on sloped terrain in mountainous areas is a key concern in geotechnical engineering. Predicting how these foundations perform under various loads is complex, especially for off-center loaded footings on clay-rich soils. Current analytical approaches often oversimplify soil behavior. This study aims to improve our understanding of the undrained bearing capacity of eccentrically loaded strip footings on cohesive slopes. The research employs finite element limit analysis via OptumG2 software to investigate how load eccentricity direction, normalized crest distance, and soil footing tensile strength affect ultimate bearing capacity. To ensure accuracy, validate the numerical model against established vertical bearing capacity solutions. Our findings reveal intricate relationships among these factors. Eccentric loading significantly impacts bearing capacity, particularly on steeper slopes. The footing's distance from the slope crest is also crucial, with increased stability observed for footings further from the edge. We also noted a non-linear relationship between slope angle and bearing capacity, highlighting the need for conservative design practices on steeper slopes. A new expression that gives an excellent fit to the numerical failure envelope. This work addresses gaps in current knowledge and provides insights for more accurate foundation design in challenging mountainous environments.

Key Words
bearing capacity; eccentric loading; failure mechanism; normalised failure load; load interaction; slope

Address
Khawla Boudiaf and Messaoud Baazouzi: Department of Civil Engineering, Abbes Laghrour University Khenchela, BP 1252 Road of Batna, Khenchela 40000, Algeria;
Laboratory of Research in Civil Engineering (LRGC), University of Biskra, BP14507000 Biskra, Algeria
Nabil Himeur: Laboratory of Engineering and Sciences of Advanced Materials, BP 1252 Road of Batna, Khenchela 40000, Algeria
Department of Mechanical Engineering, Abbes Laghrour University Khenchela, BP 1252 Road of Batna, Khenchela 40000, Algeria;
Abdelhakim Bouhadra and Abderahmane Menasria: Department of Civil Engineering, Abbes Laghrour University Khenchela, BP 1252 Road of Batna, Khenchela 40000, Algeria;
Materials and Hydrology Laboratory, University of Sidi Bel Abbes, Faculty of Technology, Algeria
Abdelouahed Tounsi: Department of Civil and Environmental Engineering, King Fahd University of Petroleum & Minerals, 31261 Dhahran,
Eastern Province, Saudi Arabia


Abstract
In this work, computational mathematics framework demonstrates the analysis of vibration in nanoparticle-reinforced concrete beams via superior mathematical modeling. It derives a sinusoidal shear deformation beam theory (SSDBT) continuum mechanics model that is higher-order model with exact or true geometrical nonlinearity. A stochastic homogenization problem that models probabilistic agglomeration of the nanocomposite is used to derive its effective properties based on Mori-Tanaka micromechanics. The equations that govern this situation, as a partial differential equation, are obtained as a result of the variational calculus (also known as Hamilton principle) and expressed as an eigenvalue problem by means of the precise analytic techniques. To validate the accuracy of the proposed model, experimental studies are conducted to compare compressive strength. Since GO nanoparticles typically do not readily disperse in water, a thorough dispersion process is employed prior to concrete sample production. This involves utilizing a combination of mechanical shaking, magnetic stirring, ultrasonic treatment, and mechanical mixing. Computational mathematic algorithm is used to ensure the resulting transcendental frequency equation is sufficiently solved. In order to validate its model, the model is compared with the results obtained in the experiment as a benchmark case of the numerical solutions. The mathematical model is impressive in its predictive accuracy because the measured experimental data on compressive strength. The compressive strength exhibit a close alignment with the mathematical model and existing literature, with a maximum difference of 1.25%. The use of mathematical modeling, which forms the core of this study, has established a formal analytical mechanism to determine the vibrational characteristics and reduces the need for costly experimental trials in designing high-performance nanocomposite structures.

Key Words
analytical method; concrete beam; experimental; GO nanoparticles; vibration

Address
Hongying Si: School of Mathematics and Statistics, Shangqiu Normal University, Shangqiu, Henan, China, 476000
M. Alizadeh: Department of Civil Engineering, Khor.C., Islamic Azad University, Khorramabad, Iran


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