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Journal articles on the topic 'CONSOLIDATION BEHAVIOR'

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Published: 11 September 2023

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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 of this new method and other two methods are compared. It can be found that Gibson’s method may underestimate the excess pore water pressure during primary consolidation. The new method which takes the secondary consolidation behavior, the nonlinear compressibility, and nonlinear permeability of soils into consideration can precisely estimate the settlement rate and the final settlement of Hangzhou soft clay sample.
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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 (January 24, 2011): 79–88. http://dx.doi.org/10.1080/02726351.2010.510548.

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5

El-sakhawy, Nagwa Ragab, and Ahmed Abd El_Latief. "BEHAVIOR OF PILES DURING SOIL CONSOLIDATION." ERJ. Engineering Research Journal 33, no. 4 (October 1, 2010): 441–46. http://dx.doi.org/10.21608/erjm.2010.67344.

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6

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 (April 2010): 278–89. http://dx.doi.org/10.1016/j.jmbbm.2009.12.001.

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7

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

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8

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 (September 30, 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 identify the model parameters efficiently. The accuracy and effectiveness of the model were validated using available experimental results. Finally, the application results showed that the proposed model could efficiently simulate coupling properties of soft clay’s primary and secondary consolidations.
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9

Abdulhadi, Naeem O., John T. Germaine, and Andrew J. Whittle. "Stress-dependent behavior of saturated clay." Canadian Geotechnical Journal 49, no. 8 (August 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 of consolidation stress. The stress–strain–strength properties measured in undrained shear are significantly affected by the consolidation stress level at each OCR and show indications of non-normalizable behavior. At high pressures, the undrained shear stress–strain behavior becomes more ductile, requiring larger strains to mobilize peak resistance and exhibiting less post-peak strain-softening. The undrained strength ratio (su/[Formula: see text]) is not uniquely controlled by OCR as suggested by the SHANSEP equation, but consistently decreases with increasing consolidation effective stress. There is notable reduction in the stiffness ratio (Eu/[Formula: see text]) with stress level, and significant decrease in the large-strain friction angle.
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10

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 (March 3, 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 manuscript to illustrate the advantages and drawbacks of measuring consolidation behavior of tailings using these tests. For oil sands mine tailings, it has been concluded that the conventional oedometer consolidation test can result in significant errors in quantifying the consolidation behavior. Conversely, testing procedures such as multi-step loading large strain consolidation tests, large slurry consolidometer tests, centrifuge testing, and seepage induced consolidation tests are widely employed to quantify the consolidation behavior of oil sands tailings.
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11

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 strain is increased, the stability time is extended, and the demarcation point between primary and secondary consolidation is more obvious. The deposits belong to medium to high secondary compressibility soil, and the secondary consolidation coefficient is decreased with the increasing of consolidation time and increased with consolidation pressure increasing. The ratio between secondary consolidation coefficient and compression index at different depths changes from 0.033 to 0.058, which conform to Mesri conclusion. Under low deviator stress, the creep processes showed the characteristic of attenuation creep and shear contraction. However, it showed the characteristic of acceleration creep, shear contraction, and shear dilatancy under damage deviator stress. The axial strain rate decreased with the increasing of creep time and increased with the deviator stress increasing, while the deviator stress has little effect on the m values. The tests results agree well with the calculation results, which showed that the creep equation is suitable for describing the creep behaviors of Dalian interactive marine-terrestrial deposits.
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12

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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13

Ahmed, Syed Iftekhar, and Sumi Siddiqua. "A review on consolidation behavior of tailings." International Journal of Geotechnical Engineering 8, no. 1 (December 6, 2013): 102–11. http://dx.doi.org/10.1179/1939787913y.0000000012.

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14

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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15

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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16

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

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17

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 (March 1994): 473–90. http://dx.doi.org/10.1061/(asce)0733-9410(1994)120:3(473).

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18

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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19

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 (July 2005): 3491–95. http://dx.doi.org/10.1007/s10853-005-2854-2.

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20

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

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21

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 behavior from consolidation to failure.
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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 and excess pore water pressure along the soil layer was clarified. The results show that the theoretical value of Terzaghi’s consolidation degree is always less than that of ALSC (Us, the average degree of consolidation defined by strain)-vertical drainage in the consolidation process. Terzaghi’s solution overestimates the dissipation rate of excess pore water pressure during the earlier consolidation period but underestimates it during the later consolidation period. The degree of consolidation calculated by Hansbo develops faster than ALSC (Up, the average degree of consolidation defined by stress)-radial drainage, but slower than ALSC (Us)-radial drainage. In the ALSC model, Us is always been faster than Up. The effect of self-weight on the consolidation degree of axisymmetric large-strain consolidation theory is relatively small (maximum error is less than 16%), while it can accelerate the consolidation rate of soil in one-dimensional large-strain consolidation theory largely. When only the vertical drainage occurs, the consolidation rate in the middle of the soil is obviously lagging the upper and lower parts, while the radial drainage can reduce the void ratio and the excess pore water pressure along the soil layer uniformly and more rapidly.
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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 (June 5, 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 lung consolidation ≥ 1cm2; n = 73), CBRD (clinical signs and lung consolidation ≥ 1cm2; n = 18), or NOBRD (never had lung consolidation ≥ 1cm2 or CRS+; n = 12). Feeding behavior data (drinking speed, number of visits, and intake volume) were collected automatically. Calves with SBRD and calves with NOBRD had similar drinking speeds (782 vs. 844 mL/min). Calves with CBRD drank slower than both calves with SBRD (688 vs. 782 mL/min) and NOBRD (688 vs. 844 mL/min). There was no effect of BRD status on any other behavior. Feeding behavior was not an effective means of identifying calves with SBRD.
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24

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 (November 30, 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 of soil. So we are interested to know the consolidation characteristics of these regions soil. An attempt also made to have a consolidation comparative study of three above specified zone soil due to intrusion of contaminants. From the one dimensional fixed ring Consolidation test it is observed that Hoskote soil requires higher Pre-Consolidation pressure and hence its rate of permeability is less compared to other soils on the other hand Dodballapur soil requires lower Pre-Consolidation pressure for Consolidation of soil. This reflects the softening of soil due to contaminants intrusion near soak pit area.
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25

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 (April 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 monotonic, cyclic, and post-cyclic direct simple shear tests were used to evaluate the effects of varying the consolidation stress, consolidation stress history, and initial static shear stress ratio. The field and laboratory test data show distinct differences in behavior between the two soil strata, which can be related to their different index test characteristics. These results are compared with their respective behaviors predicted using common engineering correlations. The field and laboratory test data summarized herein contribute to the database and understanding of the monotonic, cyclic, and post-cyclic behaviors of low-plasticity fine-grained soils.
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26

Chandra, Siddharth, and Douglas Kammen. "Generating Reforms and Reforming Generations: Military Politics in Indonesia's Democratic Transition and Consolidation." World Politics 55, no. 1 (October 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 explored in detail. While the ongoing interaction between civilians and the military is acknowledged, systematic structural features are identified as being important for understanding the behavior of the Indonesian military between 1998 and 2001. The authors compare and contrast the study of Indonesia with other cases in the literature on transitions—including Ghana, Nigeria, Portugal, and Thailand—and discuss resulting implications for the study of transitions and consolidations.
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27

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 dredged clays.
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28

Sompie, Berty, Katsuhiko Arai, and Akira Kita. "Dilatancy Behavior in Constant Strain Rate Consolidation Test." Jurnal Teknik Sipil 13, no. 2 (May 1, 2010): 55. http://dx.doi.org/10.5614/jts.2006.13.2.1.

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29

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

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30

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

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31

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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32

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

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33

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

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34

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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35

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 (March 1, 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 confining stresses and the isotropic consolidation curves under different matric suctions that describe the volume change characteristics of unsaturated soils with respect to stress state variables, net normal stress, and matric suction. A series of SWCCs was determined for statically compacted silt specimens in a triaxial cell apparatus under different net confining stresses. Isotropic consolidation tests under different matric suctions were also carried out. The results of the SWCC tests show that the air-entry value increased with increasing net confining stress. The yield points (i.e., yield suction, s0) obtained from the SWCC tests also increased with increasing net confining stress. The results of isotropic consolidation tests indicate the strong influence of matric suction on compressibility and stiffness of the compacted silt specimens.Key words: soil-water characteristic curve, isotropic consolidation, pore-water pressure, volume change, NTU mini suction probe, matric suction.
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36

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 (May 8, 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 field behaviors of test embankment of soft mucky deposit. Findings Finite element method results indicated that consolidation behaviors of PVD-improved soil with a nonlinear distribution of discharge capacity with depth were in a good agreement with the observed field behaviors, compared with those with a constant discharge capacity and a linear distribution of discharge capacity. At a given time and depth, the consolidation rate in the case of discharge capacity with a nonlinear distribution is lower than that of a linear or constant distribution. Practical implications A geotechnical engineer could use the proposed method to predict consolidation behaviors of drainage-installed ground. Originality/value Consolidation behaviors of PVD-installed ground could be reasonably predicted by using the proposed method with considering effect of discharge capacity reduction.
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37

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 behavior in the elasto-plastic region. Moreover, the value of was considered constant over the range of testing stress level, for the value of of 0 and 0.2. For the value of of 0.3 and 0.4, the values of in the elastic region was greater than that in elasto-plastic region.
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38

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 (May 25, 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-Qalubia governorate, Egypt. A series of laboratory consolidation tests were carried out as one, two and three dimensional consolidation by using manufactured Oedometer apparatus. So, the effect of consolidation conditions (1-D, 2-D and 3-D) on consolidation coefficient (Cv) and volume change coefficient (mv) was investigated. Also, an empirical equation was correlated the relationship between Cv and mv.
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39

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 (May 25, 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-Qalubia governorate, Egypt. A series of laboratory consolidation tests were carried out as one, two and three dimensional consolidation by using manufactured Oedometer apparatus. So, the effect of consolidation conditions (1-D, 2-D and 3-D) on consolidation coefficient (Cv) and volume change coefficient (mv) was investigated. Also, an empirical equation was correlated the relationship between Cv and mv.
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40

Barbour, S. L., and D. G. Fredlund. "Mechanisms of osmotic flow and volume change in clay soils." Canadian Geotechnical Journal 26, no. 4 (November 1, 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) are presented. Osmotic consolidation occurs as a result of a change in the electrostatic repulsive-minus-attractive stresses, R — A, between clay particles. Osmotically induced consolidation occurs because of fluid flow out of the clay in response to osmotic gradients.A numerical simulation is used to demonstrate the characteristic behavior of a clay soil undergoing either of these volume change processes. The results of a laboratory testing program on two clay soils exposed to concentrated NaCl solutions are used to illustrate that the dominant mechanism of osmotic volume change in surficial clay soils is osmotic consolidation. Key words: physicochemical, osmosis, volume change, NaCl salt, montmorillonite, clay, stress state variables, R – A.
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41

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 (August 31, 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 observed sedimentation and self-consolidation experimental results implies the need for considering clay mineralogy, water content, ionic concentration, and ionic valence in the geotechnical behavior of high-water content clay sediment.
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42

Jiang, Z. B., R. Ishikura, and N. Yasufuku. "Evaluation of settlement behavior of the improved ground by using floating type columns during consolidation." Lowland Technology International 17, no. 2 (2015): 59–72. http://dx.doi.org/10.14247/lti.17.2_59.

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43

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 of DSM versus the shear strain and G/Gmax increases with increasing of the consolidation ratios. By comparing to the isotropic consolidation, the consideration for the actual anisotropic consolidation makes the acceleration peak amplitude increase and makes the characteristic period decrease. For the incidence of the strong seismic excitation, the effect of the anisotropic consolidation on earthquake ground motion should be considered.
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44

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 (September 29, 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 of the resulting laminates was assessed using cross-sectional analysis and mechanical strength and stiffness testing. Dynamic mechanical analysis and differential scanning calorimetry were also used to measure the physical properties of laminates produced using differing consolidation cycles to further assess the quality of the resulting laminates. The use of a non-contact in situ consolidation measurement technique was shown to be a useful tool for assessing the consolidation behavior of commingled thermoplastic laminates.
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45

Jia, Jinbo, Yansen Wang, and Yangguang Leng. "Unloading Creep Characteristics of Frozen Clay Subjected to Long-Term High-Pressure K0 Consolidation before Freezing." Advances in Civil Engineering 2019 (September 18, 2019): 1–18. http://dx.doi.org/10.1155/2019/7192845.

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Artificial ground freezing has been widely applied in the construction of vertical shafts in deep and thick alluvia. As an important factor, the in situ creep behavior of deep, frozen soil affects the mechanical properties of frozen walls and the safety and stability of shaft linings. Acquiring creep characteristics and deep soil parameters by methods that ignore the engineering and geological situations is currently inadvisable. A series of triaxial unloading tests were conducted with frozen clay subjected to long-term high-pressure K0 consolidation before freezing to research the unloading creep characteristics, creep strength, and other parameters of the clay, and the results indicated the following: (1) The creep behaviors of frozen clay are affected by the consolidation time and consolidation stress. Long-term high-pressure K0 consolidation reduces the creep strain and creep rate of frozen clay. (2) The decrease in the ice and the unfrozen water contents of frozen clay caused by the prolongation of consolidation time result in an increase in the long-term strength and instantaneous strength. Consolidation time has an obvious effect on long-term strength and weakens the creep property of frozen clay. Consolidation stress significantly affects the instantaneous strength. (3) The deformation resistance capability of frozen clay is enhanced by compaction; thus, E1, η1, and η2 increase with prolonged consolidation, and the nonlinearity of the accelerated creep increases.
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46

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 (January 20, 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 degree of consolidation of the soils. The total vertical stress in the soil is assumed to change linearly with depth, and its distribution patterns are classified to rectangular pattern, trapezoidal pattern and inverse trapezoidal pattern. Four loading types including instantaneous loading, ramp loading, sinusoidal loading and general cyclic loading are considered. Then, a comparison for several special cases is presented to verify the correctness of the proposed solutions through comparing with existing theories. Moreover, two examples considering ramp and sinusoidal loadings are given to study the consolidation behavior of the viscoelastic soils incorporating the Caputo-Fabrizio fractional derivative.
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47

Chai, J. C., N. Miura, H. H. Zhu, and Yudhbir. "Compression and consolidation characteristics of structured natural clay." Canadian Geotechnical Journal 41, no. 6 (December 1, 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 load–settlement curve and consolidation behavior of structured clays is discussed. The linear ln(e + ec) – ln(p′) relation was incorporated into the modified Cam–clay model by modifying the hardening law of the model. It is shown that using the linear ln(e + ec) – ln(p′) relation simulated the consolidation behavior of the structured natural clays better than using the linear e – ln(p′) relation.Key words: structured natural clay, compression, consolidation, constitutive model, numerical analysis.
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48

Zhang, Zhi Guo, Meng Xi Zhang, and Xiao Xiao. "Prediction for Long-Term Deformation of Existing Tunnels Induced by Underground Excavation in Shanghai Subway Project." Applied Mechanics and Materials 353-356 (August 2013): 1390–93. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1390.

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The long-term deformation behavior for existing underground structures induced by tunneling is a hot problem which engineers designing and practicing in urban subway engineering encounter more frequently than in the past. Based on the Shanghai Railway Transportation project, the long-term deformation of existing tunnels caused by underground excavation is proposed considering soil consolidation by 3D consolidation finite element numerical simulation method. The maximum consolidation deformation values for service Line 4 are obtained within the time span of thirty years after the tunneling excavation is completed. Furthermore, comparisons between numerical simulation results and the field data are conducted according to site investigations. It is concluded that the calculated consolidation displacements are in general consistent with the observed shapes and the soil consolidation has a significant influence on the deformation behavior of existing tunnels during the service process.
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NISHIE, Shunsaku, Lin WANG, Sadao KUTSUZAWA, and Masayuki HYODO. "The K0 Consolidation Behavior and Undrained Shear Characteristics of Undisturbed Marine Clays During the Secondary Consolidation." Doboku Gakkai Ronbunshu, no. 708 (2002): 53–68. http://dx.doi.org/10.2208/jscej.2002.708_53.

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Chen, H., W. Hu, and G. Gottstein. "Finite-element analysis of the hot-pressing consolidation of continuous Al2O3 fibers-reinforced NiAl composites." International Journal of Materials Research 96, no. 7 (July 1, 2005): 710–17. http://dx.doi.org/10.1515/ijmr-2005-0125.

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Abstract The finite-element method was used to model the consolidation process of continuous Al2O3 fiber-reinforced NiAl composites. Actual creep behavior of NiAl was accounted for including the instantaneous strain and primary creep behavior. Primary creep played a very important role in the consolidation process at high temperatures and high pressures. Various processing parameters were investigated to evaluate the effects of temperature and hot-pressing stress on the consolidation behavior. It was found that the effect of pressure on consolidation was more significant at high temperatures due to its strong influence on the creep rate during power-law creep. The effects of fiber volume fraction and the arrangement of the matrix-coated fibers were also analysed. The simulations recommend an optimal fiber volume fraction in the range of 30 %–50 %. Fully dense composites were fabricated according to the predicted processing conditions, and good agreement between simulation and experiment was achieved.
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