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Journal articles on the topic 'Gap-graded soils'

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Author: Grafiati
Published: 10 December 2022
Last updated: 28 January 2023

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1

Rahardjo, Harianto, Alfrendo Satyanaga, Gabriele A. R. D'Amore, and Eng-Choon Leong. "Soil–water characteristic curves of gap-graded soils." Engineering Geology 125 (January 2012): 102–7. http://dx.doi.org/10.1016/j.enggeo.2011.11.009.

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2

Dassanayake, S. M., and A. Mousa. "Flow dependent constriction-size distribution in gap-graded soils: a statistical inference." Géotechnique Letters 12, no. 1 (March 2022): 46–54. http://dx.doi.org/10.1680/jgele.21.00039.

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The clogging–unclogging process in gap-graded soils is a result of the migration of seepage-driven fines, which subsequently induces measurable changes in the local hydraulic gradients. This process can be temporally observed in the variations of Darcy's hydraulic conductivity (K). The current study proposes an integrated statistical Monte Carlo approach combining the discrete-element method and two-dimensional computational fluid dynamics simulations to estimate the flow-dependent constriction-size distribution (CSD) for a gap-graded soil. The computational inferences were supported with experimental results using an internally stable soil, which was subjected to one-dimensional flow stimulating desired hydraulic loadings: a hydraulic gradient lower than the critical gradient applied as a multi-staged loading pattern. The 35th percentile size of the flow-dependent CSD (Dc35) for both internally stable and unstable gap-graded soils becomes approximately equal to Dc35 at steady state. However, a greater variation of larger constrictions persists for the unstable soils. This pilot study has shown the applicability of the proposed method to estimate flow-dependent CSD for a wide range of experimentally observed K values.
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3

MacRobert, Charles John, Peter William Day, and Irvin Luker. "Strength changes during internal erosion of gap-graded soils." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 172, no. 4 (August 2019): 331–43. http://dx.doi.org/10.1680/jgeen.18.00064.

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4

Annapareddy, V. S. R., A. Sufian, T. Bore, M. Bajodek, and A. Scheuermann. "Computation of local permeability in gap-graded granular soils." Géotechnique Letters 12, no. 1 (March 2022): 68–73. http://dx.doi.org/10.1680/jgele.21.00131.

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This paper proposes semi-analytical methods to obtain the local permeability for granular soils based on indirect measurements of the local porosity profile in a large coaxial cell permeameter using spatial time-domain reflectometry. The porosity profile is used to obtain the local permeability using the modified Kozeny–Carman and Katz–Thompson equations, which incorporated an effective particle diameter that accounted for particle migration within the permeameter. The profiles of the local permeability obtained from the proposed methods are compared with experimentally obtained permeability distributions using pressure measurements and flow rate. The permeabilities obtained with the proposed methods are comparable with the experimentally obtained permeabilities and are within one order of magnitude deviation, which is an acceptable range for practical applications.
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5

Fredlund, Murray D., D. G. Fredlund, and G. Ward Wilson. "An equation to represent grain-size distribution." Canadian Geotechnical Journal 37, no. 4 (August 1, 2000): 817–27. http://dx.doi.org/10.1139/t00-015.

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The grain-size distribution is commonly used for soil classification; however, there is also potential to use the grain-size distribution as a basis for estimating soil behaviour. For example, much emphasis has recently been placed on the estimation of the soil-water characteristic curve. Many methods proposed in the literature use the grain-size distribution as a starting point to estimate the soil-water characteristic curve. Two mathematical forms are presented to represent grain-size distribution curves, namely, a unimodal form and a bimodal form. The proposed equations provide methods for accurately representing uniform, well-graded soils, and gap-graded soils. The five-parameter unimodal equation provides a closer fit than previous two-parameter, log-normal equations used to fit uniform and well-graded soils. The unimodal equation also improves representation of the silt- and clay-sized portions of the grain-size distribution curve.Key words: grain-size distribution, sieve analysis, hydrometer analysis, soil classification, probability density function.
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6

Wang, Tao, Sihong Liu, Yan Feng, and Jidu Yu. "Compaction Characteristics and Minimum Void Ratio Prediction Model for Gap-Graded Soil-Rock Mixture." Applied Sciences 8, no. 12 (December 12, 2018): 2584. http://dx.doi.org/10.3390/app8122584.

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Gap-graded soil-rock mixtures (SRMs), composed of coarse-grained rocks and fine-grained soils particles, are very inhomogeneous materials and widely encountered in geoengineering. In geoengineering applications, it is necessary to know the compaction characteristics in order to estimate the minimum void ratio of gap-graded SRMs. In this paper, the void ratios of compacted SRMs as well as the particle breakage during vibrating compaction were investigated through a series of vibrating compaction tests. The test results show that gap-graded SRMs may reach a smaller void ratio than the SRM with a continuous gradation under some circumstances. When the particles in a gap interval play the role of filling components, the absence of them will increase the void ratio of the SRM. The particle breakage of gap-graded SRMs is more prominent than the SRM with continuous gradation on the whole, especially at the gap interval of 5–20 mm. Based on the test results, a minimum void ratio prediction model incorporating particle breakage during compaction is proposed. The developed model is evaluated by the compaction test results and its validation is discussed.
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7

Liang, Yue, Tian-Chyi Jim Yeh, Yuanyuan Zha, Junjie Wang, Mingwei Liu, and Yonghong Hao. "Onset of suffusion in gap-graded soils under upward seepage." Soils and Foundations 57, no. 5 (October 2017): 849–60. http://dx.doi.org/10.1016/j.sandf.2017.08.017.

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8

Chang, Wen-Jong, Chi-Wen Chang, and Jhang-Kai Zeng. "Liquefaction characteristics of gap-graded gravelly soils in K0 condition." Soil Dynamics and Earthquake Engineering 56 (January 2014): 74–85. http://dx.doi.org/10.1016/j.soildyn.2013.10.005.

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9

Artigaut, Marion, Adnan Sufian, Xiaoxiao Ding, Tom Shire, and Catherine O'Sullivan. "Influence of stress anisotropy on stress distributions in gap-graded soils." E3S Web of Conferences 92 (2019): 14007. http://dx.doi.org/10.1051/e3sconf/20199214007.

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The behaviour of gap graded soils comprising non-plastic fines (sand or silt) mixed with a coarser sand or gravel fraction has received attention from researchers interested in internal instability under seepage loading (a form of internal erosion) as well as researchers interested in load:deformation responses. Skempton and Brogan [1] postulated that resistance to seepage induced instability depends upon the proportion of the overall applied stress that is transmitted by the finer fraction. Shire et al. [2] explored Skempton and Brogan’s hypothesis using DEM simulations to look at the proportion of the applied stress transmitted by the finer fractions (α) in ideal isotropic samples. They showed that at low fines contents (FC< FC*) the average stress transmitted by the finer grains is less than the applied stress (α<1), while for FC>FC+ the fines play a key role in stress transmission (α>1); for FC*<FC< FC+, α depends on the sample density. The current contribution describes a series of constant p’ DEM triaxial test simulations carried out to assess the evolution of stress heterogeneity with shearing. The simulation data generated indicate that a sample can transition from being fines dominated (with the fines transmitting a significant proportion of the applied stress and α ≥1) to coarse or sand- dominated (with α <1) as the material dilates during shear deformation. While α reduces as the samples dilate, the relationship between the α and the sample void ratio is non-trivial. The anisotropy of the coarse-coarse contact network exceeds the overall contact force anisotropy; this indicates that the deviator stress is transmitted through a strong force network passing through the coarse-coarse contacts supported by the fine-coarse contacts.
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10

Shi, X. S., Jidong Zhao, Jianhua Yin, and Zhijie Yu. "An elastoplastic model for gap-graded soils based on homogenization theory." International Journal of Solids and Structures 163 (May 2019): 1–14. http://dx.doi.org/10.1016/j.ijsolstr.2018.12.017.

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11

Elkamhawy, Elsayed, Huabin Wang, Tarek N. Salem, František Vranay, and Martina Zelenakova. "Soil Fabric and Transitional Behavior in Completely Decomposed Granite: An Example of Well-Graded Soil." Journal of Marine Science and Engineering 9, no. 10 (September 23, 2021): 1046. http://dx.doi.org/10.3390/jmse9101046.

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Unlike sedimentary soils, limited studies have dealt with completely decomposed granite (CDG) soils, even though they are plentiful and used extensively in several engineering applications. In this paper, a set of triaxial compression tests have been conducted on well-graded intact and disturbed CDG soils to study the impact of the fabric on soil behavior. The soil behavior was robustly affected by the soil fabric and its mineral composition. The intact soil showed multiple parallel compression lines, while a unique isotropic compression line was present in the case of disturbed soil. Both the intact and disturbed soils showed unique critical state lines (CSL) in both the e-log p′ and q-p′ spaces. The intact soil showed behavior unlike other transitional soils that have both distinct isotropic compression lines ICLs and CSLs. The gradient of the unique ICL of the disturbed soil was much more than that of the parallel compression lines of the intact soil. In the intact soil, the slope of the unique CSL (M) in the q-p′ space was higher than that of the disturbed soil. The isotropic response was present for both the intact and disturbed soils after erasing the inherited anisotropy as the stress increased with irrecoverable volumetric change. Soil fabric is considered the dominant factor in the transitional behavior and such a mode of soil behavior is no longer restricted to gap-graded soil as previously thought.
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12

Farahnak Langroudi, Mojtaba, Abbas Soroush, Piltan Tabatabaie Shourijeh, and Roozbeh Shafipour. "Stress transmission in internally unstable gap-graded soils using discrete element modeling." Powder Technology 247 (October 2013): 161–71. http://dx.doi.org/10.1016/j.powtec.2013.07.020.

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13

Zhang, Xiaoyan, Béatrice A. Baudet, Wei Hu, and Qiang Xu. "Characterisation of the ultimate particle size distribution of uniform and gap-graded soils." Soils and Foundations 57, no. 4 (August 2017): 603–18. http://dx.doi.org/10.1016/j.sandf.2017.04.002.

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14

Le, Van Thao, Didier Marot, Abdul Rochim, Fateh Bendahmane, and Hong Hai Nguyen. "Suffusion susceptibility investigation by energy-based method and statistical analysis." Canadian Geotechnical Journal 55, no. 1 (January 2018): 57–68. http://dx.doi.org/10.1139/cgj-2017-0024.

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Internal erosion is one of the main causes of instabilities within hydraulic earth structures. Four internal erosion processes can be distinguished, and this study deals with the process of suffusion, which corresponds to the coupled processes of detachment–transport–filtration of the soil’s fine fraction between the coarse fraction. Because of the great length of earth structures and the heterogeneities of soils, it is very difficult to characterize the suffusion susceptibility of the different soils. Nevertheless, a statistical analysis can be performed to optimize the experimental campaign. By using a dedicated erodimeter, an experimental program was set up to study suffusion susceptibility of 31 specimens of nonplastic and low-plasticity soils. The suffusion susceptibility is determined by the erosion resistance index, which relates the total loss of mass with the total energy expended by the seepage flow. Fourteen physical parameters are selected, and a multi-variate statistical analysis leads to a correlation between the erosion resistance index and all these parameters. A statistical analysis is performed to identify the main parameters and to focus on those that can easily be measured on existing structures. By distinguishing gap-graded and widely graded soils, two correlations are proposed to estimate the erosion resistance index.
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15

Doan Nguyen, Cong, Nadia Benahmed, Edward Andò, Luc Sibille, and Pierre Philippe. "Soil microstructural changes induced by suffusion: x-ray computed tomography characterization." E3S Web of Conferences 92 (2019): 01010. http://dx.doi.org/10.1051/e3sconf/20199201010.

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Suffusion is one mechanism of internal erosion, which occurs in gap-graded or broadly graded soils when the fine particles are detached and transported by the seepage flow through the void space formed by the granular soil skeleton. Suffusion is therefore a particle scale mechanism. During this microscale, the initial soil fabric may change due to both fines migration and coarse grains rearrangement, leading to an increase/decrease of global/local porosity and hydraulic conductivity, besides of a probable appearance of heterogeneity, which can, in turn, impact the mechanical behaviour of the eroded soil. In the literature, suffusion test results give only a macroscopic point of view and fail to quantify the effect of suffusion at the scale of the soil's induced heterogeneities. In this paper, x-ray tomography is used to get microscopic observations of soil sample microstructure evolution during a suffusion test. The results reveal that suffusion is not a homogeneous process; the removal of fine particles takes place mainly around the soil sample circumference leading to a higher void ratio at the periphery. Besides, the inter-granular void ratio decreases significantly but almost uniformly throughout the sample owing to the progressive collapse and reorganization of the coarse grains induced by the loss in fines.
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16

Ahmadi, Mehrdad, Mahyar Madadi, Mahdi Disfani, Thomas Shire, and Guillermo Narsilio. "Reconstructing the microstructure of real gap-graded soils in DEM: Application to internal instability." Powder Technology 394 (December 2021): 504–22. http://dx.doi.org/10.1016/j.powtec.2021.08.073.

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17

Andrianatrehina, Ndriamihaja Livah, Hanène Souli, Joël Rech, Jean-Jacques Fry, Jean-Marie Fleureau, and Saïd Taibi. "Influence of the percentage of sand on the behavior of gap-graded cohesionless soils." Comptes Rendus Mécanique 344, no. 8 (August 2016): 539–46. http://dx.doi.org/10.1016/j.crme.2016.03.001.

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18

Zhang, Fuhai, Lei Zhang, and Yulong Li. "Investigation of gap-graded soils’ seepage internal stability with the concept of void filling ratio." PLOS ONE 15, no. 2 (February 28, 2020): e0229559. http://dx.doi.org/10.1371/journal.pone.0229559.

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19

Hu, Zheng, Yida Zhang, and Zhongxuan Yang. "Suffusion-Induced Evolution of Mechanical and Microstructural Properties of Gap-Graded Soils Using CFD-DEM." Journal of Geotechnical and Geoenvironmental Engineering 146, no. 5 (May 2020): 04020024. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0002245.

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20

Guo-Quan, Ding, Bian Xia, Yuan Jun-Ping, and Zhu Jun-Gao. "Bimodal SWCC and Bimodal PSD of Soils with Dual-Porosity Structure." Mathematical Problems in Engineering 2022 (June 24, 2022): 1–10. http://dx.doi.org/10.1155/2022/4052956.

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The soil–water characteristic curve (SWCC) and pore-size distribution (PSD) are fundamental characteristics of soils that determine many physical and mechanical properties. Recent studies demonstrate that both SWCC and PSD sometimes exhibit a bimodal feature. In this paper, soils with bimodal SWCCs are mainly divided into three categories: gap-graded soils, compacted clayey soils, and natural dual-porosity structural soils, from the perspective of microporosity structure. Based on the Fredlund and Xing unimodal SWCC equation, a bimodal SWCC equation is presented. The bimodal PSD equation d v / d log r for mercury intrusion porosimetry (MIP) is derived theoretically, according to the relationship between the mercury intrusion process in MIP and the water desorption process along the drying SWCC. These two associated equations have the same set of parameters, so the corresponding relationship between the bimodal SWCC and bimodal PSD can be directly shown. Three main presenting forms of PSD in MIP tests are summarized. Regression analysis results show that the proposed PSD equation can well fit bimodal PSD experimental data of various soils in the literature, and the SWCCs are predicted at the same time.
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21

Otsubo, Masahide, Troyee Tanu Dutta, Manushak Durgalian, Reiko Kuwano, and Catherine O'Sullivan. "Particle-scale insight into transitional behaviour of gap-graded materials – small-strain stiffness and frequency response." E3S Web of Conferences 92 (2019): 14006. http://dx.doi.org/10.1051/e3sconf/20199214006.

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This study aims to develop a fundamental understanding of the role of fine particles on the small-strain stiffness of gap-graded granular soils. Stiffness was measured using cyclic triaxial probes, which give a measure of static stiffness, and dynamic wave propagation data, from which the dynamic stiffness can be measured. Assemblies of loosely packed spherical particles were considered. In the laboratory, local deformation transducers were used to measure the static stiffness, while the dynamic stiffness was calculated from stress wave velocities, measured using planar piezoelectric elements. To relate the particle-scale responses to the overall soil stiffness, complementary discrete element method (DEM) simulations were performed in which both static and dynamic stiffnesses were measured. Both the laboratory and the DEM data indicate that at low fines contents (< 30%) the stiffness decreases with increasing fines content. When the fines content increases from 30% to 35% there is a sharp increase in stiffness with increasing fines content; this is understood to mark the transition point at which the fines start to contribute significantly to the overall behaviour. Analyses of the frequency domain response of shear wave signals revealed that the lowpass frequency increases significantly at this transition point. This observation can be used to develop experimental interpretation protocols to assess to what extent fines are contributing to the overall soil stiffness.
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22

Marot, Didier, Abdul Rochim, Hong-Hai Nguyen, Fateh Bendahmane, and Luc Sibille. "Assessing the susceptibility of gap-graded soils to internal erosion: proposition of a new experimental methodology." Natural Hazards 83, no. 1 (April 5, 2016): 365–88. http://dx.doi.org/10.1007/s11069-016-2319-8.

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23

Cheng, Kuang, Yin Wang, and Qing Yang. "A semi-resolved CFD-DEM model for seepage-induced fine particle migration in gap-graded soils." Computers and Geotechnics 100 (August 2018): 30–51. http://dx.doi.org/10.1016/j.compgeo.2018.04.004.

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24

Altuhafi, Fatin, Béatrice A. Baudet, and Peter Sammonds. "The mechanics of subglacial sediment: an example of new “transitional” behaviour." Canadian Geotechnical Journal 47, no. 7 (July 2010): 775–90. http://dx.doi.org/10.1139/t09-136.

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A series of isotropic compression tests and drained and undrained triaxial compression tests have been performed on glacial sediment from Iceland. Langjökull sediment, which is well graded, is thought to have reached a critical grading during deposition and transportation. Multiple parallel normal compression lines (NCLs) were found, but a unique critical state line (CSL) could be identified. This is unlike other so-called “transitional” soils, whose grading varies between reasonably well graded to gap graded, which tend to have distinct NCLs and critical state lines depending on the specimen density. It is thought that in the case of the Langjökull sediment studied, its particular strain history that involved incessant shearing during deposition accounts for the difference in behaviour. This provides the interesting case of a soil that has been crushed to a critical grading in situ, which depends on the mineralogy of the grains, which was then sampled and tested. Despite the unique grading, samples with a range of different void ratios can be prepared and the combination of grading and density seems to set a fabric that cannot be changed by compression, resulting in multiple parallel NCLs. At the critical state, however, the fabric has been destroyed and the CSL is unique.
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25

Gong, Jian, Xiang Wang, Liang Li, and Zhihong Nie. "DEM study of the effect of fines content on the small-strain stiffness of gap-graded soils." Computers and Geotechnics 112 (August 2019): 35–40. http://dx.doi.org/10.1016/j.compgeo.2019.04.008.

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26

Prasomsri, Jitrakon, and Akihiro Takahashi. "The role of fines on internal instability and its impact on undrained mechanical response of gap-graded soils." Soils and Foundations 60, no. 6 (December 2020): 1468–88. http://dx.doi.org/10.1016/j.sandf.2020.09.008.

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27

Zhang, Fengshou, Mengli Li, Ming Peng, Chen Chen, and Limin Zhang. "Three-dimensional DEM modeling of the stress–strain behavior for the gap-graded soils subjected to internal erosion." Acta Geotechnica 14, no. 2 (May 4, 2018): 487–503. http://dx.doi.org/10.1007/s11440-018-0655-4.

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28

Shi, X. S., Kai Liu, and Jianhua Yin. "Effect of Initial Density, Particle Shape, and Confining Stress on the Critical State Behavior of Weathered Gap-Graded Granular Soils." Journal of Geotechnical and Geoenvironmental Engineering 147, no. 2 (February 2021): 04020160. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0002449.

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29

Minh, Trần Đình. "Ảnh hưởng của hàm lượng hạt mịn đến mức độ xói bên trong đối với đất có cỡ hạt bị nhỡ và đất có cấp phối liên tục." Tạp chí Khoa học Công nghệ Xây dựng (KHCNXD) - ĐHXDHN 16, no. 2V (May 30, 2022): 103–12. http://dx.doi.org/10.31814/stce.huce(nuce)2022-16(2v)-09.

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Tóm tắt Xói hạt mịn (suffusion) là xói có chọn lọc, trong đó các hạt mịn bị xói sẽ đi qua lỗ rỗng của các hạt thô do dòng chảy thấm gây ra. Do đó, hàm lượng giữa hạt mịn và hạt thô có ảnh hướng lớn đến mức độ xói của đất. Vì vậy, mục đích chính của bài báo này là thực hiện thí nghiệm xói đối với đất có cỡ hạt bị nhỡ (gap-graded soils) với hàm lượng mịn từ 15% đến 45% và đất cấp có cấp phối liên tục (well-graded soils) với hàm lượng mịn từ 15% đến 25% để nghiên cứu vai trò của các hạt mịn đối với mức độ xói bên trong và sử dụng gradient thủy lực nhiều giai đoạn để khảo sát phân loại xói dựa trên phương pháp năng lượng. Kết quả chỉ ra rằng có hai xu hướng liên quan đến hàm lượng hạt mịn. Đối với đất có cỡ hạt bị nhỡ, chỉ số kháng xói sẽ tăng lên với hàm lượng hạt mịn tăng từ 15% đến 35% và xu hướng ngược lại khi hàm lượng hạt mịn trên 35%. Trong khi đó hàm lượng hạt mịn đạt được mức độ xói lớn nhất đối với đất có cấp phối liên tục là 20% và với hàm lượng này, chỉ số kháng xói của đất đạt giá trị nhỏ nhất.
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30

Daleon, Cheryl F. "Soil Characterization Based on Physical and Mechanical Properties of Pliocene-Pleistocene Geology in Bukidnon Philippines." European Journal of Environment and Earth Sciences 3, no. 2 (April 15, 2022): 61–67. http://dx.doi.org/10.24018/ejgeo.2022.3.2.272.

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Soil characterization is important since it gives an idea of the state of soil in the field. Moreover, Philippine geology map shows a vast area of Pliocene-Pleistocene classification, where until now no up to limited study presented the soil characteristics of this type of geology. These soil characteristics are essential for engineering purposes like design, land development, slope stability, disaster risk mitigation, stabilization, and other relevant utilization. In addition, it identifies if the soil in the site is problematic like being expansive or collapsible. In this study, the soil from thirty sampling locations in the two barangays of Kibawe, Bukidnon with Pliocene-Pleistocene geology is characterized based on their physical and mechanical properties. The results showed that the soil in this geology is classified as fine-grained soil with other locations as gap-graded. The plasticity index (PI) varies from 14.11-71.28%, which indicates medium to very high plasticity. The liquidity index (LI) of the soil varies from 0.12 to 0.96 which means that the soils at their in-situ water content are in the plastic state of intermediate strength and can be deformed like a plastic material. Based on USCS, there are four soil types CH, MH, CL and ML while based on AASHTO soil classification system it belongs to A-7-5 and A-7-6 groups with moderate and high plasticity, respectively. Majority of the soils under this geology are highly expansive and have a high tendency to swell. On the other hand, it has 25 locations that are non-collapsible soil and only 5 are collapsible. In terms of cohesion-PI relationship, it shows that the cohesion value increases with the increasing value of PI. However, the friction angle for CL and ML decreases with increasing PI; while the friction angle for CH and MH increases with increasing PI. While some laboratory tests are expensive, these results may help estimate the soil properties and shear strength from other locations with the same geology.
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31

Zhang, Fengshou, Tuo Wang, Fang Liu, Ming Peng, Jason Furtney, and Limin Zhang. "Modeling of fluid-particle interaction by coupling the discrete element method with a dynamic fluid mesh: Implications to suffusion in gap-graded soils." Computers and Geotechnics 124 (August 2020): 103617. http://dx.doi.org/10.1016/j.compgeo.2020.103617.

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32

Zamanian, Mostafa, Meghdad Payan, Soraya Memarian, and Kostas Senetakis. "Impact of bedding plane direction and type of plastic microparticles on stiffness of inherently anisotropic gap-graded soils: Index, wave propagation and micromechanical-based interpretations." Soil Dynamics and Earthquake Engineering 150 (November 2021): 106924. http://dx.doi.org/10.1016/j.soildyn.2021.106924.

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33

Zhang, X., and B. A. Baudet. "Particle breakage in gap-graded soil." Géotechnique Letters 3, no. 2 (May 13, 2013): 72–77. http://dx.doi.org/10.1680/geolett.13.00022.

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34

Tangjarusritaratorn, Tanawat, Yuusuke Miyazaki, Mamoru Kikumoto, and Kiyoshi Kishida. "Modeling suffusion of ideally gap‐graded soil." International Journal for Numerical and Analytical Methods in Geomechanics 46, no. 7 (February 20, 2022): 1331–55. http://dx.doi.org/10.1002/nag.3348.

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35

Sufian, Adnan, Marion Artigaut, Thomas Shire, and Catherine O’Sullivan. "Influence of Fabric on Stress Distribution in Gap-Graded Soil." Journal of Geotechnical and Geoenvironmental Engineering 147, no. 5 (May 2021): 04021016. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0002487.

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36

Satyanaga, Alfrendo, Harianto Rahardjo, and Qian Zhai. "Estimation of unimodal water characteristic curve for gap-graded soil." Soils and Foundations 57, no. 5 (October 2017): 789–801. http://dx.doi.org/10.1016/j.sandf.2017.08.009.

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37

Cai, H., R. Wei, J. Z. Xiao, Z. W. Wang, J. Yan, S. F. Wu, and L. M. Sun. "Direct Shear Test on Coarse Gap-Graded Fill: Plate Opening Size and Its Effect on Measured Shear Strength." Advances in Civil Engineering 2020 (May 21, 2020): 1–13. http://dx.doi.org/10.1155/2020/5750438.

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In this paper, three different rock-soil mixtures were reconstituted in laboratory, which were designed to mimic the proportions of coarse and fine particles in the high fill used at the airport construction sites. The shear strength of the reconstituted mixtures was determined by both large-scale direct shear tests (DSTs) with different plate opening sizes and triaxial compression tests. By comparing the test results, the most appropriate plate opening size for DSTs on coarse gap-graded rock-soil mixtures is discussed. The test results indicate that the opening size has a significant effect on the measured shear strength of gap-graded rock-soil mixtures. For DSTs under the same normal stress, the peak strength decreases with increasing plate opening size. For the gap-graded mixture with a small proportion of coarse particles, a plate opening size of one-third to one-quarter of the maximum particle size (dmax) is suitable. With a higher coarse particle content, the opening size should be increased appropriately. If the percentage of gravels (5.0 mm < d < 20.0 mm) is more than 47%, a plate opening size of slightly greater or less than one-half dmax is more appropriate.
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38

Li, Yang, Masahide Otsubo, Arian Ghaemi, Troyee Tanu Dutta, and Reiko Kuwano. "Transition of gap-graded soil fabric – shear wave measurements and dispersion relation." Soils and Foundations 62, no. 1 (February 2022): 101092. http://dx.doi.org/10.1016/j.sandf.2021.101092.

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39

Mehdizadeh, Amirhassan, Mahdi M. Disfani, Robert Evans, and Arul Arulrajah. "Progressive Internal Erosion in a Gap-Graded Internally Unstable Soil: Mechanical and Geometrical Effects." International Journal of Geomechanics 18, no. 3 (March 2018): 04017160. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001085.

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40

Zou, Yuhua, Chen Chen, and Limin Zhang. "Simulating Progression of Internal Erosion in Gap-Graded Sandy Gravels Using Coupled CFD-DEM." International Journal of Geomechanics 20, no. 1 (January 2020): 04019135. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001520.

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41

Tong, Zhao Xia, Lun Chen, and Shao Peng Zhou. "Effects of Normal Pressure on the Clogging Behavior of Geotextile and Gap-Graded Soil Filtration Systems." Advanced Materials Research 538-541 (June 2012): 2184–89. http://dx.doi.org/10.4028/www.scientific.net/amr.538-541.2184.

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The applied loads have a significant role on the filtration property of soil and geotextile systems. This paper investigates the effects of normal pressure on the clogging behavior of geotextile and gap-graded soil filtration systems. The experimental results show that the clogging potential increases as the normal pressure increases. And a critical value for the normal pressure may exist. When the applied normal pressure is less than the critical value, the normal pressure has significant effects on the filtration systems. However, when the applied normal pressure exceeds the critical value, effects of the normal pressure on the soil-geotextile filtration systems are minor.
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42

ALsakran, M. A., Jun-Gao Zhu, and Wu Er-lu. "Experimental Study for Assessing the Onset of Suffusion and Suffosion of Gap-Graded Soil." Soil Mechanics and Foundation Engineering 57, no. 6 (January 2021): 458–64. http://dx.doi.org/10.1007/s11204-021-09693-4.

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43

Qian, Jian-Gu, Chuang Zhou, Zhen-Yu Yin, and Wei-Yi Li. "Investigating the effect of particle angularity on suffusion of gap-graded soil using coupled CFD-DEM." Computers and Geotechnics 139 (November 2021): 104383. http://dx.doi.org/10.1016/j.compgeo.2021.104383.

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44

Mehdizadeh, Amirhassan, Mahdi M. Disfani, Robert Evans, Arul Arulrajah, and D. E. L. Ong. "Mechanical Consequences of Suffusion on Undrained Behaviour of a Gap-Graded Cohesionless Soil - An Experimental Approach." Geotechnical Testing Journal 40, no. 6 (October 11, 2017): 20160145. http://dx.doi.org/10.1520/gtj20160145.

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45

Chitravel, Sanjei, Masahide Otsubo, Makoto Kuno, and Reiko Kuwano. "Post-erosion mechanical responses of internally unstable gap-graded soil under drained torsional simple shear and triaxial compression." Soils and Foundations 62, no. 6 (December 2022): 101224. http://dx.doi.org/10.1016/j.sandf.2022.101224.

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46

Prasomsri, Jitrakon, and Akihiro Takahashi. "Experimental study on suffusion under multiple seepages and its impact on undrained mechanical responses of gap-graded soil." Soils and Foundations 61, no. 6 (December 2021): 1660–80. http://dx.doi.org/10.1016/j.sandf.2021.10.003.

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47

Liu, Yajing, Lizhong Wang, Yi Hong, Jidong Zhao, and Zhen‐Yu Yin. "A coupled CFD‐DEM investigation of suffusion of gap graded soil: Coupling effect of confining pressure and fines content." International Journal for Numerical and Analytical Methods in Geomechanics 44, no. 18 (October 7, 2020): 2473–500. http://dx.doi.org/10.1002/nag.3151.

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48

Xiao, Qiong. "Simulating the Hydraulic Heave Phenomenon with Multiphase Fluid Flows Using CFD-DEM." Water 12, no. 4 (April 9, 2020): 1077. http://dx.doi.org/10.3390/w12041077.

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In geotechnical engineering, the seepage phenomena, especially regarding the hydraulic heave, is one of the most dangerous failure mechanisms related to infrastructural stability. Hence, a fundamental understanding of this occurrence is important for the design and construction of water-retaining structures. In this study, a computational fluid dynamics (CFD) solver was developed and coupled with discrete element method (DEM) software to simulate the seepage failure process for the three phases of soil, water, and air. Specimens were constructed with two layers of gap-graded particles to give different permeability properties in the vertical direction. More significant heave failure was observed for the sample with higher permeability in the upper layer. Special attention was drawn to the particle-scale observations of the internal structure and drag force to study the erosion mechanism. The soil filled with air bubbles produced a higher drag force in the region below the retaining wall and showed a larger loss of fine particles than the saturated soil, particularly in the initial stages. The results indicate that the impact of air bubbles would accelerate the development of the heave or boiling phenomenon and influence the stability of the system at an early stage.
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49

Jin, Wei, Zezhi Deng, Gang Wang, Dan Zhang, and Linyi Wei. "Internal Erosion Experiments on Sandy Gravel Alluvium in an Embankment Dam Foundation Emphasizing Horizontal Seepage and High Surcharge Pressure." Water 14, no. 20 (October 18, 2022): 3285. http://dx.doi.org/10.3390/w14203285.

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For an internally unstable soil, fine particles can move in the pore channels between coarse particles along with seepage flow; this process is termed internal erosion. To evaluate the internal stability and internal erosion behavior of sandy gravel alluvium beneath the suspended cutoff wall in an embankment dam foundation, a series of horizontal seepage tests were carried out on the four representative gradations of the alluvium layer using a large-scale high-pressure erosion apparatus. The evolutionary trends of hydraulic conductivity, the erosion ratio of fine particles, and volumetric strain under stepwise increasing hydraulic loading were obtained. The results showed that the specimens of different gradations exhibited distinct properties in permeability, particle loss, and deformation, depending on the gradation continuity and fine particle content, which can be attributed to the difference in the composition of the soil skeleton and the arrangement of coarse and fine particles. For the specimens with continuous gradations or relatively high fine particle content, the surcharge pressure can significantly improve their internal stability. By contrast, in the situations of gap-graded gradations or low fine particle content, no considerable improvement was found because the stress was mainly borne by the coarse skeleton. The practical implications of the experimental results were demonstrated by evaluating the seepage safety of the zone beneath the suspended wall in the dam foundation.
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50

Xiao, Zheng, Zhigang Cao, Yuanqiang Cai, and Jie Han. "Degradation of Soil Arching Caused by Suffusion in Gap-Graded Soils." Canadian Geotechnical Journal, December 14, 2022. http://dx.doi.org/10.1139/cgj-2022-0098.

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To investigate evolution of soil arching during suffusion in gap-graded soils, a new suffusion apparatus was developed for trapdoor tests under a horizontal seepage flow. Glass beads with fine-grain contents ranging from 15% to 45% were adopted to represent coarse-grain controlled soils and fine-grain controlled soils. Coupled Computational Fluid Dynamics (CFD) and Discrete Element Method (DEM) models were developed to further investigate the evolution of soil arching from microscopic views. At the early stage of suffusion, soil arching degraded rapidly under seepage loads in both coarse-grain controlled and fine-grain controlled soils due to the compaction of soil skeleton and the clogging of voids, which increased in the number of fine particles connected to the stress-transfer matrix. At the later stage, soil arching was nearly maintained as the soil skeleton became stable in the coarse-grain controlled soils. In the fine-grain controlled soils, soil arching degraded continuously due to continuous loss of fine particles connected to the stress-transfer matrix. The decrease in the contact number of fine particles also made the soil skeleton more vulnerable to suffusion. The degradation of soil arching resulted in an increase of surface displacement and a decrease of soil arching height in fine-grain controlled soils.
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