@article{MTMT:34609553,
	title = {Effect of water head on the permeability of foam-conditioned sands: Experimental and analytical investigation},
	url = {https://m2.mtmt.hu/api/publication/34609553},
	author = {Wang, Shuying and Feng, Zhiyao and Qu, Tongming and Huang, Shuo and Zheng, Xiangcou},
	doi = {10.1016/j.sandf.2023.101404},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {63},
	unique-id = {34609553},
	issn = {0038-0806},
	abstract = {The water permeability of conditioned soils is one of the most essential properties for Earth Pressure Balance (EPB) tunnelling in coarse-grained soils. Permeability tests are conducted to study the influence of water heads on the permeability of foam-conditioned sands. The initial permeability coefficient of foam-conditioned sands increases with the water head, while the stable permeability coef-ficient and the initial stable period duration decrease. Meanwhile, a novel analytical model is proposed to estimate the initial permeability coefficient. In this model, the effect of the water head on the initial permeability coefficient is incorporated by calculating void ratios of the foam and effective diameters of foam bubbles under different water pressures. Experimental results are in close agreement with ana-lytical solutions, indicating the excellent performance of the proposed calculation method. In addition, the physical mechanisms of how the water head affects the permeability of foam-conditioned sands are discussed from the contraction and evolution of foam bubbles. (c) 2023 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).},
	keywords = {Permeability; EPB shield; Analytical study; Foam-conditioned sands; Water head},
	year = {2023},
	orcid-numbers = {Qu, Tongming/0000-0003-3058-8282}
}

@article{MTMT:34248582,
	title = {Treatment of cadmium-contaminated soil using ladle slag with and without CO<sub>2</sub>},
	url = {https://m2.mtmt.hu/api/publication/34248582},
	author = {Xu, Bo and Puppala, Anand J. and Yi, Yaolin},
	doi = {10.1016/j.sandf.2023.101333},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {63},
	unique-id = {34248582},
	issn = {0038-0806},
	abstract = {Cement and lime are widely used to stabilize/solidify (S/S) contaminated soils, however, the production of ordinary Portland cement (OPC) and lime causes CO2 emission and consumption of energy and non-renewable resource. In this context, this study proposes a sustainable S/S approach by utilizing an industrial by-product, ladle slag (LS), and carbon dioxide (CO2), to substitute cement and lime for treating cadmium (Cd)-contaminated soil. In laboratory investigation, contaminated soils spiked by Cd with concentrations of 0- 32,000 mg/kg were treated by LS with a binder content of 10 % and subjected to conventional curing and carbonation curing for different periods varying from 3 hours to 112 days. The results showed that LS with conventional curing could reduce the leaching of Cd, however, it was still less effective than OPC in S/S of Cd-contaminated soils under the same curing period of 28 days. When CO2 was introduced, LS with CO2 rapidly decreased the leaching of Cd in soils by five orders of magnitude, using only 104 hours to achieve better S/S efficacy than OPC with conventional curing for 28 days. The LS with carbonation curing also sequestered CO2 up to 16 % of LS mass and yielded higher strength than that without CO2. & COPY; 2023 Published by Elsevier B.V. on behalf of Japanese Geotechnical Society. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).},
	keywords = {STABILIZATION; Carbon Dioxide; solidification; strength; soil contamination; leaching},
	year = {2023}
}

@article{MTMT:34085743,
	title = {SPH approach for stability analysis of soil slope with variable permeabilities},
	url = {https://m2.mtmt.hu/api/publication/34085743},
	author = {Cui, Binghui and Zhang, Liaojun and Wang, Weiqiang and Sun, Yifei},
	doi = {10.1016/j.sandf.2023.101338},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {63},
	unique-id = {34085743},
	issn = {0038-0806},
	year = {2023},
	orcid-numbers = {Cui, Binghui/0000-0001-5782-0083}
}

@article{MTMT:33989382,
	title = {Insight on bulk shear strength parameters of clay using discrete element approach incorporating physics-based interparticle force model},
	url = {https://m2.mtmt.hu/api/publication/33989382},
	author = {Guo, Yuan and Yu, Xiong},
	doi = {10.1016/j.sf.2022.101250},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {63},
	unique-id = {33989382},
	issn = {0038-0806},
	abstract = {This paper aims to provide insight on factors affecting the bulk shear strength parameters of clay, i.e., the cohesion and internal fric-tion as well as the effects of memory of preconsolidation pressure. A unique Discrete Element Method (DEM) model is built on platy particles with customized particle interaction force model. The particle interaction force model considers non-contact forces (such as the long-range electrostatic repulsion, short-range van der Waals attraction) as well as the direct contact force. The long-range electrostatic forces are calibrated by measurement with Atomic Force Microscope (AFM). Parameters for direct particle contacts of the regular DEM contact model, such as the contact stiffness and the friction coefficient, are calibrated by use of experimental consolidation and direct shear testing data. Computational simulations are conducted on digital clay specimen subjected to virtual direct shear tests. The pre-dicted experimental responses of the digital specimens are consistent with typically observed in experiments including the shear stress -shear strain relationship, volumetric contraction and dilation, shear band formation, etc. From the stress-strain curves, the soil strength parameters are obtained with common experimental criteria. The DEM simulation results show that higher preconsolidation pressure drives more particles to overcome non-contact force into direct contacts and consequently bonding by van der Waals force. Conse-quently, the bulk cohesion of clay increases with increasing preconsolidation pressure. The results show that bulk cohesion strength is mainly attributed to the attractive interparticle force as well as the interlocking of platy particle, while the bulk internal friction angle is affected by the particle friction coefficient and particle fabric. Overall, the simulation results indicate the experimentally observed macroscopic shear strength parameters c and u are linked to the microscope characteristics of soil particles and their mutual interactions. The results offer insight on the microscopic properties of particles on the bulk macroscopic strength behaviors. Besides, this work demon-strates a new strategy for simulation-based prediction of bulk soil strength parameters, by incorporating microscale characterization of the interparticle interactions and particle fabric into the particle-based DEM model.(c) 2022 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society. This is an open access article under the CC BY -NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).},
	keywords = {ATOMIC FORCE MICROSCOPE; CLAY; COHESION; Discrete element method; Shear strength parameters; Interparticle forces; Friction strength},
	year = {2023}
}

@article{MTMT:33259060,
	title = {Geotechnical uncertainty, modeling, and decision making},
	url = {https://m2.mtmt.hu/api/publication/33259060},
	author = {Phoon, K.-K. and Cao, Z.-J. and Ji, J. and Leung, Y.F. and Najjar, S. and Shuku, T. and Tang, C. and Yin, Z.-Y. and Ikumasa, Y. and Ching, J.},
	doi = {10.1016/j.sandf.2022.101189},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {62},
	unique-id = {33259060},
	issn = {0038-0806},
	year = {2022}
}

@article{MTMT:33511017,
	title = {Using a genetic algorithm to develop a pile design method},
	url = {https://m2.mtmt.hu/api/publication/33511017},
	author = {Jesswein, Markus and Liu, Jinyuan},
	doi = {10.1016/j.sandf.2022.101175},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {62},
	unique-id = {33511017},
	issn = {0038-0806},
	abstract = {A genetic algorithm (GA) was used in this study to develop a standard penetration test (SPT)-based design method for the axial capacity of driven piles. A total of 72 pile load tests was collected from literature and divided into two groups based on their measurements. The first group had the load-transfer distribution measurements for extracting both the unit side and tip resistances. These unit resistances were correlated by the GA with soil measurements and pile properties to develop the design method. The second group, where only the total capacity measurements were available, were used to validate the new design method and compare its performance with three existing SPT-based design methods. The new GA-derived design method considers nonlinear relationships with the effective stress and pile length and provides an unbiased prediction with a low coefficient of variation (COV) of 40.0 %, while the three existing methods overestimate the capacity by a factor of 1.62 to 1.65 with a high COV of 40.3 % to 52.8 %, which could result in an under design of pile foundations. This study shows that the GA was able to obtain complex relationships with great accuracy and the new design method can be applied to new cases reasonably well. (C) 2022 Published by Elsevier B.V. on behalf of Japanese Geotechnical Society.},
	keywords = {machine learning; GENETIC ALGORITHM; STANDARD PENETRATION TEST; Piles; Axial capacity},
	year = {2022}
}

@article{MTMT:33405371,
	title = {Practical seismic fragility estimation of Japanese railway embankments using three seismic intensity measures},
	url = {https://m2.mtmt.hu/api/publication/33405371},
	author = {Shinoda, Masahiro and Nakajima, Susumu and Watanabe, Kenji and Nakamura, Susumu and Yoshida, Ikumasa and Miyata, Yoshihisa},
	doi = {10.1016/j.sandf.2022.101160},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {62},
	unique-id = {33405371},
	issn = {0038-0806},
	abstract = {This study proposes a practical fragility estimation equation for Japanese standard models of railway embankments using the peak ground acceleration, peak ground velocity, and Arias intensity. The analytical models were implemented as unreinforced and geosynthetic-reinforced embankment models. A sensitivity analysis of the seismic fragility estimation of the embankment models was conducted on various embankment heights, average values of friction angles in the backfill soil, and tensile strengths of the primary reinforcement. Consequently, a unique formula for the fragility function in the presence of different seismic intensities was successfully presented. The parameters of the fragility function were successfully estimated using commonly used design parameters, such as the embankment height, average value of the friction angle of the backfill soil, and average value of the tensile strength. Additionally, another sensitivity analysis using different seismic databases was conducted to explore the effect of the seismic database on the fragility curve estimation of railway embankments. As a result, using different seismic databases, different fragility curves were obtained. These results highlight the importance of checking the sensitivity of the seismic database when developing the fragility curve. (C) 2022 Published by Elsevier B.V. on behalf of Japanese Geotechnical Society.},
	keywords = {Monte Carlo simulation; Fragility; geosynthetics; embankment; Seismic risk assessment; Reinforced soil; Newmark method},
	year = {2022}
}

@article{MTMT:33316867,
	title = {Performance analysis of a jacked-in single pile and pile group in saturated clay ground},
	url = {https://m2.mtmt.hu/api/publication/33316867},
	author = {Lua Thi Hoang and Khang Xuan Dao and Xiong, Xi and Matsumoto, Tatsunori},
	doi = {10.1016/j.sandf.2021.101094},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {62},
	unique-id = {33316867},
	issn = {0038-0806},
	abstract = {When a pile is installed into saturated clay ground, the "setup" effect may occur due to ground consolidation, which changes pile performance. Although this phenomenon has been observed both in the field and laboratory, its numerical simulation is still challenging. In this work, pile installation effects on the behaviors of jacked-in piles were investigated through three simulation techniques by a threedimensional finite element analysis program, PLAXIS 3D. A constitutive model called the soft soil creep model was used to describe the soil behavior based on soil parameters obtained from laboratory tests. The behaviors of single piles were first investigated with or without the consolidation process after pile installation to evaluate the pile setup effect. Then, a pile group comprising 4 piles was analyzed using the consolidation process to verify the applicability of the three simulation techniques. The calculated results were compared with the corresponding experimental results. The calculated results using three techniques generally agreed well with the experimental results in terms of initial stiffness and pile shaft resistance. Both the measured and calculated results indicate that ground consolidation caused by pile installation significantly increases the pile bearing capacity and especially, the pile shaft resistance. Therefore, the pile setup effect can be reasonably simulated by the three proposed techniques. (c) 2021 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society. This is an open access article under the CC BY NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).},
	keywords = {CONSOLIDATION; finite element analysis; Model experiment; Jacked-in pile; Pile resistance; Saturated clay},
	year = {2022}
}

@article{MTMT:32934019,
	title = {Numerical modelling of large deformation problems in geotechnical engineering: A state-of-the-art review},
	url = {https://m2.mtmt.hu/api/publication/32934019},
	author = {Augarde, Charles E. and Lee, Seung Jae and Loukidis, Dimitrios},
	doi = {10.1016/j.sf.2021.08.007},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {61},
	unique-id = {32934019},
	issn = {0038-0806},
	abstract = {Many problems in geotechnical engineering involve large movements or rotations, examples include natural processes such as landslides, and man-made processes such as earthmoving and pile penetration. While the use of numerical modelling, primarily the finite element method (FEM), is now routine in geotechnical design and analysis, the limitations of conventional FEMs soon become apparent when attempting to model large deformation problems. For this reason, the search for alternatives remains a key goal of many geotechnical researchers, both to find accurate methods but also to develop efficient ones. In this review paper, prompted by Technical Committee 103 of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE), we survey the current state-of-the-art in numerical modelling techniques aimed at large deformation problems in geotechnics. The review covers continuum and discontinuum methods and provides a clear picture of what is and is not currently possible, which will be of use to both practitioners seeking suitable methods and researchers developing existing or new methods. (C) 2021 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society.},
	keywords = {Numerical modelling; FEM; DEM; Meshless; Large deformation; PFEM; SPH; DDA; MPM},
	year = {2021},
	pages = {1718-1735}
}

@article{MTMT:32402905,
	title = {A prediction model for the loading-wetting volumetric behavior of unsaturated granular materials},
	url = {https://m2.mtmt.hu/api/publication/32402905},
	author = {Yaghoubi, Ehsan and Disfani, Mahdi M. and Arulrajah, Arul and Al-Taie, Asmaa},
	doi = {10.1016/j.sandf.2021.01.012},
	journal-iso = {SOILS FOUND},
	journal = {SOILS AND FOUNDATIONS},
	volume = {61},
	unique-id = {32402905},
	issn = {0038-0806},
	abstract = {Geotechnical structures made of granular material tend to be unsaturated during their service life. However, there is presently a lack of sufficient research and studies on their volumetric behavior under unsaturated conditions. In this study, loading and wetting induced volumetric behavior of granular materials in the unsaturated state was studied within a moisture content-based framework. Recycled crushed brick (CB) and excavation waste rock (WR) were the granular materials used in this research to promote sustainable construction. Several loading, unloading, and wetting state paths were investigated with respect to virgin compaction surfaces (VCS) developed using groups of compaction curves. The obtained experimental data was utilized to develop a constitutive model capable of predicting wetting-induced volume changes of granular materials in a net stress range of 100-4000 kPa and gravimetric moisture content range of 3.6% for WR, and 7.5% for CB to saturation. The model was verified by undertaking several independent state paths on independent materials and comparing the experimental responses with those predicted using the model. The proposed model is featured with simplicity in acquiring the model input parameters with the aim of filling the existing gap between the theoretical and real-life application of unsaturated soil mechanics. An application of the model can be the basis for the prediction of the settlement of a granular geotechnical structure that is being externally loaded and is subject to changes in moisture content due to climatic effects. (C) 2021 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society.},
	keywords = {volume change; MPK framework; Recycled materials; Loading-wetting path; Unsaturated granular material; Virgin compaction surface},
	year = {2021},
	pages = {623-641},
	orcid-numbers = {Yaghoubi, Ehsan/0000-0003-0639-0225; Al-Taie, Asmaa/0000-0002-2734-9195}
}