Yifei Sun

Institute of Environment and Sustainable Development in Agriculture

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Co-Authors

Zhi Ding

Zhejiang University

Shao-Heng He

Zhejiang University

Yufeng Gao

Anhui Medical University

Wojciech Sumelka

Poznań University of Technology

Sanjay Nimbalkar

University of Technology Sydney

Yang Xiao

Chongqing University

Meisam Goudarzy

Ruhr University Bochum

Zhen‐Yu Yin

Hong Kong Polytechnic University

Nan Zhang

Institute of Environment and Sustainable Development in Agriculture

Shiming Su

Institute of Environment and Sustainable Development in Agriculture

Cooperative Institutions

Chinese Academy of Sciences

Hohai University

Institute of Geographic Sciences and Natural Resources Research

Zhejiang University

Institute of Environment and Sustainable Development in Agriculture

Chinese Academy of Agricultural Sciences

University of Chinese Academy of Sciences

China Agricultural University

China University of Mining and Technology

Chongqing University

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Physical model test study on strength characteristics of gravel pile composite foundation

International Journal of Physical Modelling in Geotechnics (2024)

Jiahui Wang Jiwei Jiang Yifei Sun Baotian Wang Shaoyang Han

In gravel pile composite foundation stability design, the shear strength of composite foundation is critically important. However, due to the size limitation of test equipment, it is difficult to obtain its shear strength in the field. This study designs a laboratory shear model test to obtain the shear strength of gravel pile composite foundation, where a total of four group tests were carried out, including two nature soils and two gravel pile area replacement ratios. The shear strength parameters obtained by the shear model tests are compared with the results of empirical formula methods such as the Chinese standard method (CSM) and Priebe method (PM) to verify the accuracy of these two methods. It is demonstrated that for the CSM, the empirical formula's results are smaller than the shear model test results when the pile–soil stress ratio b is 1. When the pile–soil stress ratio b is 1.5, the results are close to each other. For the PM, the empirical formula results are all larger than the shear model test results, and it is especially unsuitable for the mud soil.

Direct shear test

Shear Strength

Foundation (evidence)

Triaxial shear test

10.1680/jphmg.23.00046

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Advantages and limitations of an α-plasticity model for sand

Acta Geotechnica (2019)

Yifei Sun Wojciech Sumelka Yufeng Gao

Dilatant

Void ratio

Hardening (computing)

Effective stress

10.1007/s11440-019-00877-9

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Citations (16)

The role of incremental stress ratio in mechanical behavior and particle breakage of calcareous sand

Acta Geotechnica (2024)

Shao-Heng He Zhen‐Yu Yin Zhi Ding Yifei Sun

Breakage

Particle (ecology)

10.1007/s11440-024-02400-1

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Citations (1)

Water-fertilizer regulation drives microorganisms to promote iron, nitrogen and manganese cycling: A solution for arsenic and cadmium pollution in paddy soils

Journal of Hazardous Materials (2024)

Ting Zhang Yifei Sun Sanjai J. Parikh Gilles Colinet Gina Garland

Cycling

Nitrogen Cycle

10.1016/j.jhazmat.2024.135244

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Citations (2)

Karlsruhe fine sand under monotonic and cyclic loads: Modelling and validation

Soil Dynamics and Earthquake Engineering (2020)

Yifei Sun Torsten Wichtmann Wojciech Sumelka Mojtaba E. Kan

Dilatant

Void ratio

10.1016/j.soildyn.2020.106119

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Citations (15)

Mathematical aspect of the state-dependent stress–dilatancy of granular soil under triaxial loading

Géotechnique (2018)

Yifei Sun Yufeng Gao Yang Shen

The stress–dilatancy of granular soil is highly dependent on its material state. To understand and model such behaviour, a variety of state-dependent stress–dilatancy equations have been proposed by empirically incorporating different state parameters. Even though a good performance was often observed when using these equations, the basic mathematical origins were missing. The purpose of this note is to provide one possible mathematical interpretation of the state-dependent stress–dilatancy. A novel state-dependent stress–dilatancy equation without using any state parameters is derived step by step based on fractional stress operators. As mathematically proved, the plastic flow of granular soil is determined not only by the current load state but also by the memory distance from the current state to the corresponding critical state, which conforms to the concept indicated by state parameters. Possible mathematical and physical meanings of the fractional order are also discussed. To verify the proposed approach, a series of stress–dilatancy data of granular soils with different material states from the literature are simulated and compared, from which a good agreement can be observed. To further demonstrate the capability of the approach, the developed state-dependent stress–dilatancy equation is then incorporated into the well-known model developed by X. Li and Y. Dafalias in 2000; here also a good performance is observed.

Dilatant

10.1680/jgeot.17.t.029

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Citations (44)

PVP安定化NZVIの特性とイオン界面活性剤による土壌収着TCEの脱塩素化への応用【JST・京大機械翻訳】

Chemosphere (2020)

Tian Huifang Liang Ying Yang Dong-mei Yifei Sun

Source

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Constitutive Modeling for Transparent Granular Soils

International Journal of Geomechanics (2016)

Yang Xiao Yifei Sun Feng Yin Hanlong Liu Jiawei Xiang

Transparent granular soil was recently found to be greatly useful for observations of the internal deformation in geotechnical model tests. Therefore, it is necessary to investigate the stress–strain and stress–dilatancy behaviors of transparent granular soil and also to propose a constitutive model for this material. In this study, drained triaxial shearing tests were conducted to investigate the stress–strain and stress–dilatancy relations of transparent granular soil. It was found that this material showed a state-dependent stress–strain behavior similar to that of sands. A state-dependent constitutive model within the framework of the critical-state theory was proposed to describe the stress–strain and stress–dilatancy behaviors of this material. This model was found to well describe the stress–strain behaviors (e.g., strain softening and volumetric expansion) and the hook-shaped stress–dilatancy behaviors from the test data in both the Group A (for the calibration of material constants) and Group B (for the validation of model predictions) tests. In addition, this model was found to well capture the changes of the peak-state strength, peak-state dilatancy and peak-state strains with the state parameter.

Dilatant

Shearing (physics)

Triaxial shear test

Stress–strain curve

10.1061/(asce)gm.1943-5622.0000857

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Citations (58)

Laboratory Assessment of the Role of Particle Size Distribution on the Deformation and Degradation of Ballast under Cyclic Loading

Journal of Geotechnical and Geoenvironmental Engineering (2016)

Buddhima Indraratna Yifei Sun Sanjay Nimbalkar

The deformation and degradation of ballast is influenced by the size of the aggregates. In this study, a series of cyclic drained triaxial tests was conducted on ballast with different sizes using the large-scale cylindrical triaxial apparatus designed and built at the University of Wollongong, and two different frequencies of cyclic loading were used to simulate low-speed and high-speed trains. From the laboratory results, coarse particles experience less vertical and lateral strains, whereas the volumetric strains decrease and then increase as the coefficient of uniformity increases, regardless of the loading frequency. Resistance to deformation and degradation is found to be improved by increasing ballast density. Different trends between the extent of breakage and particle size are observed for different breakage indices, and accordingly the extent of breakage is characterized into two distinct zones, depending on the coefficient of uniformity (Cu), where the significantly reduced breakage corresponds to a value of Cu larger than 1.8. The variation of particle shape before and after test is also quantified. A new particle size distribution that incorporates the size characteristics is proposed, as a result of this study.

Breakage

Ballast

Particle (ecology)

Degradation

Soil gradation

10.1061/(asce)gt.1943-5606.0001463

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Citations (87)

Modified SANISAND‐F model for simple shear path

International Journal for Numerical and Analytical Methods in Geomechanics (2024)

Xingbo Huang Yifei Sun Chenglong Gu

Abstract Simple shear behavior of sand is representative in geotechnical engineering with potential failure occurred along a thin shear zone. The strength and deformation of sand under simple shear are accompanied with principal stress rotation (PSR). This study proposes a modified SANISAND‐F model to capture the simple shear behavior of sand with PSR. A new plastic flow rule along with a kinematic hardening modulus is proposed to consider the evolution of the PSR and intermediate stress ratio. The developed model, with thirteen parameters, can reasonably the capture the stress‐strain and PSR of sand under simple shear.

Shear modulus

Pure shear

Stress path

Principal stress

Triaxial shear test

10.1002/nag.3754

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