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Artykuły w czasopismach na temat „CONSOLIDATION BEHAVIOR”

Autor: Grafiati

Data publikacji: 11 września 2023

Data aktualizacji: 31 lipca 2025

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1

Pincus, HJ, A. Sridharan, K. Prakash, and SR Asha. "Consolidation Behavior of Soils." Geotechnical Testing Journal 18, no. 1 (1995): 58. http://dx.doi.org/10.1520/gtj10122j.

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2

Huang, Jieqing, Xinyu Xie, Jifa Zhang, Jinzhu Li, and Wenjun Wang. "Nonlinear Finite Strain Consolidation Analysis with Secondary Consolidation Behavior." Mathematical Problems in Engineering 2014 (2014): 1–8. http://dx.doi.org/10.1155/2014/979380.

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This paper aims to analyze nonlinear finite strain consolidation with secondary consolidation behavior. On the basis of some assumptions about the secondary consolidation behavior, the continuity equation of pore water in Gibson’s consolidation theory is modified. Taking the nonlinear compressibility and nonlinear permeability of soils into consideration, the governing equation for finite strain consolidation analysis is derived. Based on the experimental data of Hangzhou soft clay samples, the new governing equation is solved with the finite element method. Afterwards, the calculation results

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3

ISOWAKI, Asuka, Makoto YAMAGUCHI, Shigeru TANAKA, and Nobuaki KAWAI. "Shock Consolidation Behavior of Concrete." Proceedings of the Materials and Mechanics Conference 2019 (2019): OS1515. http://dx.doi.org/10.1299/jsmemm.2019.os1515.

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4

Ittershagen, T., and A. Kwade. "Measurement of Anisotropic Consolidation Behavior." Particulate Science and Technology 29, no. 1 (2011): 79–88. http://dx.doi.org/10.1080/02726351.2010.510548.

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5

Liu, Zhen, Wei Hu, Weihua Ming, Shenghua Xiong, Cuiying Zhou, and Lihai Zhang. "Modeling consolidation of soft clay by developing a fractional differential constitutive model in conjunction with an intelligent displacement inversion method." PLOS ONE 17, no. 9 (2022): e0275034. http://dx.doi.org/10.1371/journal.pone.0275034.

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Studying the constitutive relation of soft clays is of critical importance for fundamentally understanding their complex consolidation behavior. This study proposes a fractional differential constitutive model in conjunction with an intelligent displacement inversion method based on the classic particle swarm optimization for modeling the deformation behavior of soft clay. The model considered the rheological properties of soft clay at different consolidation stages. In addition, statistical adaptive dynamic particle swarm optimization-least squares support vector machines were implemented to

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6

Ahmed, Mahmoud, Nicholas A. Beier, and Heather Kaminsky. "A Comprehensive Review of Large Strain Consolidation Testing for Application in Oil Sands Mine Tailings." Mining 3, no. 1 (2023): 121–50. http://dx.doi.org/10.3390/mining3010008.

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Oil sand tailings are a mixture of sand, fines, water, and a residual amount of un-extracted bitumen in varying proportions. Tailings management is highly dependent on the consolidation behavior of the tailings. Although a great deal of work on this sector has been performed to study the consolidation behavior of oil sands tailings, it continues to play a critical role in quantifying the long-term geotechnical stability of tailings storage facilities. A review of large strain consolidation testing that exists, whether in the industry or in academia, has been compiled and presented in this manu

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7

Yan, Zhen, Gang Li, Jinli Zhang, and Rui Zhang. "Study on the Creep Behaviors of Interactive Marine-Terrestrial Deposit Soils." Advances in Civil Engineering 2019 (July 7, 2019): 1–14. http://dx.doi.org/10.1155/2019/6042893.

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The interactive marine-terrestrial (IMT) deposit soils were formed in the complex depositional environment; their mechanical properties are different from the other deposits. The creep behaviors of Dalian clayey soils were studied according to one-dimensional creep tests and drained triaxial creep tests. Based on the creep test results, the empirical model was established to describe the one-dimensional creep behavior and triaxial creep behavior, respectively. The results showed that Dalian deposits have typical nonlinear creep behavior. With the increasing of consolidation pressure, the strai

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8

El-sakhawy, Nagwa Ragab, and Ahmed Abd El_Latief. "BEHAVIOR OF PILES DURING SOIL CONSOLIDATION." ERJ. Engineering Research Journal 33, no. 4 (2010): 441–46. http://dx.doi.org/10.21608/erjm.2010.67344.

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9

Kluge, Jonathan A., Nicholas C. Rosiello, Gary G. Leisk, David L. Kaplan, and A. Luis Dorfmann. "The consolidation behavior of silk hydrogels." Journal of the Mechanical Behavior of Biomedical Materials 3, no. 3 (2010): 278–89. http://dx.doi.org/10.1016/j.jmbbm.2009.12.001.

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10

Bergstrom, Lennart, Christopher H. Schilling, and Ilhan A. Aksay. "Consolidation Behavior of Flocculated Alumina Suspensions." Journal of the American Ceramic Society 75, no. 12 (1992): 3305–14. http://dx.doi.org/10.1111/j.1151-2916.1992.tb04426.x.

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11

Abdulhadi, Naeem O., John T. Germaine, and Andrew J. Whittle. "Stress-dependent behavior of saturated clay." Canadian Geotechnical Journal 49, no. 8 (2012): 907–16. http://dx.doi.org/10.1139/t2012-057.

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A program of K0-consolidated undrained triaxial compression tests has been performed to investigate the effects of consolidation stress level on the compression and shear behavior of resedimented Boston blue clay (RBBC). Specimens were consolidated to maximum vertical effective stresses in the range 0.15–10 MPa and tested at three overconsolidation ratios (OCR): 1, 2, and 4. The results show that the virgin compression curves are essentially linear in e–log[Formula: see text] space over the consolidation stress range. However, the normally consolidated K0 stress ratio increases with the level

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12

Oh, Seboong, Ki Hun Park, Oh Kyun Kwon, Woo Jung Chung, and Kyung Joon Shin. "On the Hypothesis of Effective Stress in Consolidation and Strength for Unsaturated Soils." Applied Mechanics and Materials 256-259 (December 2012): 108–11. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.108.

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The hypothesis on effective stress of unsaturated soils is validated by consolidation strength results of triaxial tests for the compacted residual soil. The effective stress can describe the unsaturated soil behavior, which was defined from shear strength or from soil water characteristic curves. Since the effective stress from consolidation agrees with that from the shear strength, the effective stress from soil water retention curve could describe the unsaturated behavior consistently on both consolidation path and stress at failure. The effective stress can describe the entire unsaturated

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13

Suthaker, N. N., and J. D. Scott. "Consolidation Behavior of Oil Sand Fine Tailings." Journal American Society of Mining and Reclamation 1994, no. 4 (1994): 399–406. http://dx.doi.org/10.21000/jasmr94040399.

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14

Ahmed, Syed Iftekhar, and Sumi Siddiqua. "A review on consolidation behavior of tailings." International Journal of Geotechnical Engineering 8, no. 1 (2013): 102–11. http://dx.doi.org/10.1179/1939787913y.0000000012.

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15

Petersen, DR, RE Link, PV Sivapullaiah, and S. Savitha. "Consolidation Behavior of Bentonite in Electrolyte Solutions." Journal of Testing and Evaluation 28, no. 6 (2000): 519. http://dx.doi.org/10.1520/jte12144j.

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16

Petersen, DR, RE Link, NS Pandian, and S. Balasubramonian. "Permeability and Consolidation Behavior of Fly Ashes." Journal of Testing and Evaluation 27, no. 5 (1999): 337. http://dx.doi.org/10.1520/jte12234j.

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17

Novich, Bruce E., and Dale H. Pvatt. "Consolidation Behavior of High-Performance Ceramic Suspensions." Journal of the American Ceramic Society 73, no. 2 (1990): 207–12. http://dx.doi.org/10.1111/j.1151-2916.1990.tb06494.x.

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18

Stone, K. J. L., M. F. Randolph, S. Toh, and A. A. Sales. "Evaluation of Consolidation Behavior of Mine Tailings." Journal of Geotechnical Engineering 120, no. 3 (1994): 473–90. http://dx.doi.org/10.1061/(asce)0733-9410(1994)120:3(473).

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19

David Suits, L., TC Sheahan, TH Seah, and S. Koslanant. "Anisotropic Consolidation Behavior of Soft Bangkok Clay." Geotechnical Testing Journal 26, no. 3 (2003): 10174. http://dx.doi.org/10.1520/gtj11300j.

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20

Kim, J. S., Y. S. Kwon, D. V. Dudina, O. I. Lomovsky, M. A. Korchagin, and V. I. Mali. "Nanocomposites TiB2-Cu: Consolidation and erosion behavior." Journal of Materials Science 40, no. 13 (2005): 3491–95. http://dx.doi.org/10.1007/s10853-005-2854-2.

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21

Bohnhoff, Gretchen L., and Charles D. Shackelford. "Consolidation Behavior of Polymerized Bentonite-Amended Backfills." Journal of Geotechnical and Geoenvironmental Engineering 140, no. 5 (2014): 04013055. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001079.

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22

Cao, Yupeng, Jian Yang, Guizhong Xu, and Jianwen Xu. "Analysis of Large-Strain Consolidation Behavior of Soil with High Water Content in Consideration of Self-Weight." Advances in Civil Engineering 2018 (September 20, 2018): 1–10. http://dx.doi.org/10.1155/2018/6240960.

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Based on the axisymmetric large-strain consolidation (ALSC) model with the void ratio as the variable under equal strain condition, difference schemes of model’s equation, initial condition, and boundary condition were given. Taking phosphatic clay in Florida as a research object, the consolidation behaviors of soil with high water content by axisymmetric large-strain theory and one-dimensional large-strain theory were analyzed. The effect of different kinds of consolidation theories and self-weight stress on an average degree of consolidation was evaluated. The development of the void ratio a

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23

Cramer, Catie, Kathryn Proudfoot, and Theresa Ollivett. "Automated Feeding Behaviors Associated with Subclinical Respiratory Disease in Preweaned Dairy Calves." Animals 10, no. 6 (2020): 988. http://dx.doi.org/10.3390/ani10060988.

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Little is known about feeding behaviors in young dairy calves with subclinical respiratory disease (SBRD). The objective of this study was to determine if calves with their first case of SBRD exhibit different feeding behaviors during the 7 d around detection, compared to calves with their first case of clinical BRD (CBRD) or without BRD (NOBRD). Preweaned, group-housed dairy calves (n = 103; 21 ± 6 d of age) underwent twice weekly health exams (lung ultrasound and clinical respiratory score; CRS); health exams were used to classify the BRD status for each calf: SBRD (no clinical signs and lun

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24

Ahmed, Mahmoud, Nicholas A. Beier, and Heather Kaminsky. "Evaluation of the Self-Weight Consolidation of Clay-Rich High Water Content Slurries in a Benchtop Centrifuge." Geotechnics 5, no. 1 (2025): 18. https://doi.org/10.3390/geotechnics5010018.

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Oil sands tailings consist of a combination of sand, fine particles, water, and residual unextracted bitumen in varying ratios. The management of these mine waste tailings is largely influenced by their consolidation behavior. Large strain consolidation testing, such as the multi-step large strain consolidation (MLSC) test, is commonly used to determine consolidation properties but requires considerable time. A benchtop centrifuge (BTC) apparatus was proposed to derive the consolidation parameters of the following three clay-rich oil sands tailings slurries: two samples of high-plasticity flui

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25

Chandra, Siddharth, and Douglas Kammen. "Generating Reforms and Reforming Generations: Military Politics in Indonesia's Democratic Transition and Consolidation." World Politics 55, no. 1 (2002): 96–136. http://dx.doi.org/10.1353/wp.2003.0001.

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This article examines the importance of the internal structural dynamics of the military in the analysis of transitions from nondemocratic rule and in democratic consolidation. The authors argues that factors endogenous to the military—including variations in the size of the officer corps, solidarity among graduating classes from the military academy, and promotional prospects—are important determinants of the political behavior of militaries. As a case study, military structure and politics during Indonesia's recent transition from nondemocratic rule and current consolidation of democracy are

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26

Krishna, K. V. Manoj, and Shivendra. "EFFECT OF SOAK PIT ON THE CONSOLIDATION BEHAVIOR OF THREE ZONE SOIL IN KARNATAKA." International Journal of Research -GRANTHAALAYAH 5, no. 11 (2017): 60–69. http://dx.doi.org/10.29121/granthaalayah.v5.i11.2017.2329.

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The present research work discuss about the consolidation behavior of three zone soil which are collected neat soak pit regions from kanakapura, Hoskote and Dodaballapur,Karnataka,India at a depth of 0.5 meters from natural ground level and at a radial distance of 2.5 meters away from the pit area by using auger boring. In the above regions human excreta with sewage is directly discharged into these pits. From the pit contaminants will travel a maximum distance of 10 meters and also may travel vertically downwards and pollute the underground water and it also affects the engineering behavior o

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27

Dr.K.V.Manoj, Krishna, and B.T.Shivendra. "EFFECT OF SOAK PIT ON THE CONSOLIDATION BEHAVIOR OF THREE ZONE SOIL IN KARNATAKA." International Journal of Research - Granthaalayah 5, no. 11 (2017): 60–69. https://doi.org/10.5281/zenodo.1067672.

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The present research work discuss about the consolidation behavior of three zone soil which are collected  neat soak pit regions from kanakapura, Hoskote and Dodaballapur, Karnataka, India at a depth of 0.5  meters from natural ground level  and at a  radial distance of 2.5 meters away from the pit area by using auger boring. In the above regions human excreta with sewage is directly discharged into these pits. From the pit contaminants will travel a maximum distance of 10 meters and also may travel vertically downwards and pollute the underground water and it also affects

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28

Dahl, Karina R., Jason T. DeJong, Ross W. Boulanger, Robert Pyke, and Douglas Wahl. "Characterization of an alluvial silt and clay deposit for monotonic, cyclic, and post-cyclic behavior." Canadian Geotechnical Journal 51, no. 4 (2014): 432–40. http://dx.doi.org/10.1139/cgj-2013-0057.

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This paper presents a detailed characterization of the monotonic, cyclic, and post-cyclic behavior of two strata within a recent Holocene alluvial deposit of silty sand, sandy silt, silt, and clay. Stratum A is composed predominantly of very soft clay and very loose silt with plasticity indices ranging from 5 to 27, whereas stratum B is composed predominantly of very loose silty sand and sandy silt with plasticity indices ranging from 0 to 10. Characterization included in situ testing, undisturbed soil sampling and laboratory testing, and a field surcharge test section. Consolidation tests and

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29

Cao, Yu Peng, Jian Wen Ding, Xia Bian, Feng Ji, and Gui Zhong Xu. "Rapid Consolidation Behavior of Dredged Clays at High Water Content." Advanced Materials Research 368-373 (October 2011): 2966–70. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.2966.

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Consolidation of dredged clays with a system of horizontal and vertical drains is considered. Horizontal drains in the system are made of sand layers, while vertical drains are plastic vertical drains (PVD). Laboratory model tests are performed to study the rapid consolidation behavior of layered clay-sand and clay with PVD. Special cares are given to settlement and the drainage rate of dredged clays with radial and vertical drain system. Numerical analysis is also used to identify the stability time of consolidation, and to verify which method is better suitable for handling large-scale dredg

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30

Thu, Trinh Minh, Harianto Rahardjo, and Eng-Choon Leong. "Soil-water characteristic curve and consolidation behavior for a compacted silt." Canadian Geotechnical Journal 44, no. 3 (2007): 266–75. http://dx.doi.org/10.1139/t06-114.

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Measurement of the soil-water characteristic curve (SWCC) in the laboratory is commonly conducted under zero confining pressure. However, in the field, the soil is under a confining stress. Therefore, it is important to study the effects of the confining stress on SWCC. In addition, the consolidation curve is normally generated under saturated conditions. However, the soil above the water table is usually unsaturated. Hence, it is also necessary to investigate the effects of matric suction on the characteristics of the consolidation curves. This paper presents the SWCCs under different net con

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31

Kim, Yun Tae, Ba-Phu Nguyen, and Dae-Ho Yun. "Analysis of consolidation behavior of PVD-improved ground considering a varied discharge capacity." Engineering Computations 35, no. 3 (2018): 1183–202. http://dx.doi.org/10.1108/ec-06-2017-0199.

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Purpose It is well-known that consolidation rate of prefabricated vertical drain (PVD)-installed ground is closely related to the discharge capacity of PVD, which decreases with an increase in effective stress. This paper aims to present consolidation behaviors of PVD-improved ground considering a varied discharge capacity of PVD. Design/methodology/approach A simple equivalent vertical hydraulic conductivity (k′ve method) was proposed in plane strain numerical analysis, in which the effect of decreased discharge capacity with depth was considered. Numerical analysis was applied to analyze fie

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32

M, A. Hossain, M. M. Islam S, and A. Islam M. "Time Dependent Consolidation Properties of an Expansive Soil." Journal of Geotechnical Studies (e-ISSN: 2581-9763) 4, no. 3 (2019): 31–45. https://doi.org/10.5281/zenodo.3557370.

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In this paper, different one-dimensional consolidation property is described. Analysis of different types of consolidation parameters and their behavior related with settlement are accomplished. Expansive soils show various behaviors due to same loading for different time intervals due to dissipation of excess pore-air and pore water pressure which inevitably results in volume reduction and thus the settlement occurs in expansive soils which results in very hazardous structural destruction. The time interval is increased here compared to other papers. However, in this paper, one dimensional co

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33

Barbour, S. L., and D. G. Fredlund. "Mechanisms of osmotic flow and volume change in clay soils." Canadian Geotechnical Journal 26, no. 4 (1989): 551–62. http://dx.doi.org/10.1139/t89-068.

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The mechanical behavior of compressible clay soils may be strongly influenced by physicochemical effects when concentrated pore fluids are introduced to the soil. Conceptual models have been used to explain the influence of pore fluid chemistry on the mechanical behavior of clays in a qualitative way. In this paper an alternate macroscopic description of the osmotic volume change behavior of a clay soil undergoing changes in pore fluid chemistry is provided.Theoretical descriptions of two potential mechanisms of osmotic volume change (osmotic consolidation and osmotically induced consolidation

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34

Carneiro, Raphael Felipe, Ian Schumann Marques Martins, and Denise Maria Soares Gerscovich. "Radial consolidation considering Newtonian and non- Newtonian viscous components of the effective stress." Soils and Rocks 48, no. 1 (2025): e2025003124. https://doi.org/10.28927/sr.2025.003124.

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Research on the viscous behavior of soft soils suggested that the effective stress should be divided into two components. One is related to the solid contacts between the grains, and its variation would be the true cause of deformations and distortions. The other is related to the viscous contacts of the water adsorbed to the grains, which would not cause deformations or distortions, and would be a function of the strain rate. This model is able to explain some phenomena, such as secondary consolidation and the increase in pore pressure after drainage closure. However, a consolidation theory a

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35

An, Jeongmin, Hyun-Jun Choi, Seokjae Lee, and Jongmuk Won. "Sedimentation and Self-Weight Consolidation Characteristics of Illite and Kaolinite Suspension." Journal of the Korean Society of Hazard Mitigation 22, no. 4 (2022): 135–44. http://dx.doi.org/10.9798/kosham.2022.22.4.135.

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In this study, we performed one dimensional cylindrical sedimentation tests to investigate the impact of clay mineralogy, ionic concentration, ionic valence on sedimentation, and self-consolidation behavior of clay. The result at 1,000% and 2,000% water content indicates that the water content = 2,000% showed higher self-consolidation coefficient and initial settling velocity, and faster initiation and termination of self-consolidation. Additionally, settling velocity decreased as ionic concentration (0.01 - 2 M) increased, and kaolinite showed higher settling velocity than illite. The observe

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36

Feng, Tao, Tao Zeng, Yabo Chen, Yongtang Yu, and Chuanzhao Xu. "Modeling Memory Effects in One‐Dimensional Soft Soil Consolidation: A Fractional‐Derivative Approach." ce/papers 8, no. 2 (2025): 640–45. https://doi.org/10.1002/cepa.3153.

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AbstractWith the increase in construction on soft clay, accurately assessing its consolidation behavior has become crucial. This paper presents a consolidation system using fractional‐derivative models. The Caputo fractional‐derivative Merchant model (FDMM) was used to simulate soil skeleton deformation, and the Riemann‐Liouville (R‐L) fractional‐derivative Darcy model (FDDM) was adopted to describe water flow within soft clay. The efficiency of the R‐L FDDM was verified using literature data. The one‐dimensional rheological consolidation equation was derived. The reliability of the numerical

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37

Sompie, Berty, Katsuhiko Arai, and Akira Kita. "Dilatancy Behavior in Constant Strain Rate Consolidation Test." Jurnal Teknik Sipil 13, no. 2 (2010): 55. http://dx.doi.org/10.5614/jts.2006.13.2.1.

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Liu, Chaogang, Shosuke Toki, and Kinya Miura. "Deformation Behavior of Sand under Cyclic Anisotropic Consolidation." Soils and Foundations 30, no. 1 (1990): 195–205. http://dx.doi.org/10.3208/sandf1972.30.195.

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39

Azam, Shahid, and Rashedul H. Chowdhury. "Swell–shrink–consolidation behavior of compacted expansive clays." International Journal of Geotechnical Engineering 7, no. 4 (2013): 424–30. http://dx.doi.org/10.1179/1939787913y.0000000005.

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40

Chaney, RC, KR Demars, A. Sridharan, K. Prakash, and SR Asha. "Consolidation Behavior of Clayey Soils Under Radial Drainage." Geotechnical Testing Journal 19, no. 4 (1996): 421. http://dx.doi.org/10.1520/gtj10719j.

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41

Park, H., and K. T. Kim. "Consolidation behavior of SiC powder under cold compaction." Materials Science and Engineering: A 299, no. 1-2 (2001): 116–24. http://dx.doi.org/10.1016/s0921-5093(00)01419-2.

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42

Kim, Youngmoo. "Consolidation behavior and hardness of P/M molybdenum." Powder Technology 186, no. 3 (2008): 213–17. http://dx.doi.org/10.1016/j.powtec.2007.12.005.

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43

Horpibulsuk, Suksun, Avirut Chinkulkijniwat, Arnon Cholphatsorn, Jirayut Suebsuk, and Martin D. Liu. "Consolidation behavior of soil–cement column improved ground." Computers and Geotechnics 43 (June 2012): 37–50. http://dx.doi.org/10.1016/j.compgeo.2012.02.003.

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44

Huang, Minghua, Chang Lv, Suhua Zhou, Shuaikang Zhou, and Jiatao Kang. "One-Dimensional Consolidation of Viscoelastic Soils Incorporating Caputo-Fabrizio Fractional Derivative." Applied Sciences 11, no. 3 (2021): 927. http://dx.doi.org/10.3390/app11030927.

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In this paper, the Caputo-Fabrizio fractional derivative is introduced to investigate the one-dimensional consolidation behavior of viscoelastic soils. Using the Caputo-Fabrizio operator, a novel four-element fractional-derivative model is proposed to capture the viscoelastic properties of the soils, and further the one-dimensional consolidation equation is derived to simulate the consolidation behavior of the soils. Using the techniques of eigenfunction expansion and Laplace transform, a series of analytical solutions are derived to calculate the excess pore-water pressure and the average deg

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45

Chai, J. C., N. Miura, H. H. Zhu, and Yudhbir. "Compression and consolidation characteristics of structured natural clay." Canadian Geotechnical Journal 41, no. 6 (2004): 1250–58. http://dx.doi.org/10.1139/t04-056.

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The compression and consolidation behavior of some structured natural clays are discussed. It is shown that for some structured natural clays, the relation between void ratio (e) and mean effective stress (p′) is more linear in a ln(e + ec) ln(p′) plot (where ec is a soil parameter) than in an e ln(p′) plot. It is proposed that for structured natural clay with a sensitivity value greater than 4, a linear ln(e + ec) ln(p′) relation can be used in settlement and consolidation calculation. The effect of introducing a linear ln(e + ec) ln(p′) relation on the calculated loadsettlement curv

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Sun, Jing, Xiao Ming Yuan, and Mao Sheng Gong. "The Effect of Nonlinear Dynamic Shear Modulus under Anisotropic Consolidation on Response Spectrum of Soil Layer." Advanced Materials Research 243-249 (May 2011): 2250–53. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2250.

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The dynamic shear modulus (DSM) is the most basic soil parameter in earthquake or other dynamic loading conditions and can be obtained through testing in the field and in the laboratory. By using the resonant column tests, the effect of the consolidation ratios on the nonlinear behavior of DSM versus the shear strain, G/Gmax-γ, for two types of sands and fourteen types of undisturbed silty soil is investigated and its effect on the surface response spectrum is presented in the paper. The results here indicate that consolidation ratios have certain effect on the shape of the nonlinear behavior

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Chiasson, Matthew, and Jeremy Laliberté. "In situ measurement of vacuum consolidation of commingled thermoplastic composites using a non-contact displacement sensor." Journal of Reinforced Plastics and Composites 33, no. 22 (2014): 2046–63. http://dx.doi.org/10.1177/0731684414553282.

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A vacuum consolidation process has been investigated for use with commingled thermoplastic composites. In particular, the vacuum consolidation behavior of commingled polypropylene/glass and commingled nylon/carbon precursors were studied. Laminates were consolidated in a convection oven under vacuum pressure and the thickness change of the laminates was measured by the use of a novel in situ non-contact eddy current displacement sensing technique. An empirical consolidation model was then fit to the measured experimental results to be used to predict future process cycles. The overall quality

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El-Kasaby, Elsayed Abdelfatah, Elnos Ali Eissa, Mohamed Farouk Ab-Elmeged, and Ahmed Adel Abo-Shark. "Coefficient of Consolidation and Volume Change for 3-D Consolidation." European Journal of Engineering Research and Science 4, no. 5 (2019): 126–31. http://dx.doi.org/10.24018/ejers.2019.4.5.1344.

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The settlement is the most serious problem of fine soil. This settlement is caused by a phenomenon called soil consolidation. Most previous studies were concerned with studying one (1-D) and two-dimensional (2-D) consolidation. That in some cases does not give a simulation of reality representation. It was necessary to study the three-dimensional (3-D) consolidation to simulate what happens to the fine soil in nature. Therefore, the consolidation behavior of four fine soils was studied in this paper. The studied soil samples were collected at the foundation levels of four different sites in El

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El-Kasaby, Elsayed Abdelfatah, Elnos Ali Eissa, Mohamed Farouk Ab-Elmeged, and Ahmed Adel Abo-Shark. "Coefficient of Consolidation and Volume Change for 3-D Consolidation." European Journal of Engineering and Technology Research 4, no. 5 (2019): 126–31. http://dx.doi.org/10.24018/ejeng.2019.4.5.1344.

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The settlement is the most serious problem of fine soil. This settlement is caused by a phenomenon called soil consolidation. Most previous studies were concerned with studying one (1-D) and two-dimensional (2-D) consolidation. That in some cases does not give a simulation of reality representation. It was necessary to study the three-dimensional (3-D) consolidation to simulate what happens to the fine soil in nature. Therefore, the consolidation behavior of four fine soils was studied in this paper. The studied soil samples were collected at the foundation levels of four different sites in El

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Uchaipichat, Anuchit. "Consolidation Behavior of Clay Supported by Soil-Cement Column." Key Engineering Materials 861 (September 2020): 452–57. http://dx.doi.org/10.4028/www.scientific.net/kem.861.452.

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This paper presents the compression and consolidation behaviors of clay supported by soil-cement column. A series of consolidation tests was performed on kaolin samples supported by soil-cement column with the ratio between diameters of column and soil sample () ranging from 0 to 0.4. All samples with soil-cement column were cured for 28 days under the vertical pressure of 25 kPa. The sample preparation techniques simulating dry deep soil mixing method was developed. The test results showed the elastic region expanded with increasing value of . However, there was no effect of on deformation be

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