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1
Laskar, Arpan, and Sujit Kumar Pal. "Investigation of the Effects of Anisotropic Flow of Pore Water and Multilayered Soils on Three-Dimensional Consolidation Characteristics." Advances in Materials Science and Engineering 2017 (2017): 1–11. http://dx.doi.org/10.1155/2017/8568953.
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Many practical engineering problems are seriously different from the assumptions which are considered for one-dimensional consolidation test and need to concentrate on three-dimensional consolidation of soil under different boundary conditions. In this study three-dimensional consolidation tests are performed with four different anisotropic flow conditions of pore water and fifteen different combinations of horizontal layered soils. Twelve different three-dimensional consolidation tests are also performed with different soils, surrounded by anisotropic vertical soil layers on two opposite sides. From these studies, it is observed that the anisotropic flow of pore water does not have any effect on initial and final surface settlement of soil but has a significant effect during the consolidation process. The anisotropic flow of pore water during the consolidation process has an immense effect on the coefficient of consolidation. Horizontal layered soil has a great effect on both surface settlement and the rate of settlement. Vertical soil layers on two opposite sides of consolidative soil have an immense effect on the horizontal movements of consolidating soil, finally affecting the resultant vertical settlement of soil. Vertical anisotropic surrounding soil layers also have an effect on the rate of consolidation settlement.
2
Fox, Patrick J., and Christopher D. P. Baxter. "Consolidation Properties of Soil Slurries from Hydraulic Consolidation Test." Journal of Geotechnical and Geoenvironmental Engineering 123, no. 8 (August 1997): 770–76. http://dx.doi.org/10.1061/(asce)1090-0241(1997)123:8(770).
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Tang, Yan Chun, Gao Tou Meng, and Ji Chang Gong. "Study on Consolidation Coefficient by Different Test Methods." Advanced Materials Research 308-310 (August 2011): 1778–81. http://dx.doi.org/10.4028/www.scientific.net/amr.308-310.1778.
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Through indoor consolidation test and CPTU model test and CPTU in-situ test, the soil consolidation coefficient has been studied. Compared with the consolidation coefficient by indoor test equipment and CPTU, because in-situ test has been made by CPTU, but in indoor consolidation test the error caused by the disturbance and little size of clay soil sample has been existed, the soil consolidation coefficient by CPTU can reflected the soil consolidation characteristics more accurate than by indoor consolidation test. Compared with the consolidation coefficient by remolded clay soil of CPTU model test and the natural and un-disturbed clay soil of CPTU in-situ test on CPTU application research project on Pearl River Delta, the dissipation speed of excess pore pressure in CPTU model test is faster than in CPTU in-situ test; the horizontal consolidation coefficient value of clay soil by CPTU model test and CPTU in-situ test is close in the same magnitude order. The test result by CPTU model test is close to the result by CPTU in-situ test. The achieved result can provide a foundation for further study for soil consolidation coefficient by CPTU.
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Tang, Yan Chun, Gao Tou Meng, and Qiu Feng Mao. "Study on Soil Consolidation Coefficient on CPTU Model Test." Advanced Materials Research 201-203 (February 2011): 2587–92. http://dx.doi.org/10.4028/www.scientific.net/amr.201-203.2587.
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Through analyzing excess pore pressure dissipation datum measured by CPTU probe and pore pressure mini-transducers on CPTU model test, the consolidation coefficient of soil of CPTU model test has been computed. Based on axis-symmetric consolidation model and Terzaghi consolidation theory, the computing equation of soil horizontal consolidation coefficient on CPTU model test has been acquired; on CPTU model test 50% degree of consolidation has been applied as calculate standard to compute soil horizontal consolidation coefficient, and dissipating time of 50% degree of consolidation can be acquired by normalized excess pore pressure dissipation curves based on excess pore pressure dissipation datum; through a series of indoor consolidation tests, the consolidation coefficient of remolded soil of CPTU model test sampling by horizontal and vertical direction has been acquired, and the results show that vertical consolidation coefficient is about 1.6 times greater than horizontal consolidation coefficient on indoor consolidation test, and large difference between horizontal and vertical property of remolded clay soil on CPTU model test has been existed; compared with the value of two test methods, the value of horizontal consolidation coefficient acquired by CPTU model test is roughly 100 times greater than the value of horizontal consolidation coefficient acquired by indoor consolidation test. The achieved result can provide a foundation for further study for CPTU mechanism.
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Li, Zhen Yu, Qing Qing Tian, and Hong Bin Xiao. "The Consolidation State of Red Clay Determined by Cone Penetration Test." Advanced Materials Research 639-640 (January 2013): 652–56. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.652.
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It is of significance to determinate the consolidation state of soil for evaluation of deformation and strength of foundation soil. The consolidation state of red clay is determined through laboratory experiments combined with static cone penetration tests. The results show that the law of consolidation history of red clay is opposite to other soils. The static point resistance obtained from cone penetration test decreases linearly with soil depth increasing. The over-consolidate rate of different soil layer gotten by laboratory experiments also decreases linearly with soil depth increasing. The slopes of two linear regress curves are similar. The change of static point resistance can be used to estimate over-consolidate rate of red clay at different depth.
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Liu, Hong Jun, Ying Guo, Wei Shan, and Xia Xin Tao. "Consolidation Process and Triaxial Shear Test of Consolidation Coefficient for Saturated Soft Soil in Marsh." Advanced Materials Research 261-263 (May 2011): 1755–59. http://dx.doi.org/10.4028/www.scientific.net/amr.261-263.1755.
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The consolidation coefficient is the important parameters for soft soil foundation to predict its consolidation settlement. At present, one-way compression test is mainly used to study consolidation process and consolidation coefficient of soft soil. For saturated soft soil in marsh, through triaxial shear test, the dissipation of pore water pressure and consolidation process can be observed during the course of soil sample drainage. This study got test result bellow through above triaxial test. Firstly, pore water pressure has hysteresis effect during the consolidation process, and the reason for this is analyzed. Secondly, consolidation degree in different consolidation time can be got according to the change of discharged water volume. Thirdly, according to Terzaghi consolidation theory, consolidation coefficients can be got under different consolidation pressures. Consolidation coefficient first increases with the increasing of consolidation degree, when consolidation degree is between 40% and 80%, saturated soft soil has larger consolidation coefficient, consolidation coefficient of saturated soft soil in marsh is between 2Ч10-4 cm2 / s and 10Ч10-4cm2 / s.
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Mohamedelhassan, E., and J. Q. Shang. "Vacuum and surcharge combined one-dimensional consolidation of clay soils." Canadian Geotechnical Journal 39, no. 5 (October 1, 2002): 1126–38. http://dx.doi.org/10.1139/t02-052.
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In this study, a vacuum and surcharge combined one-dimensional consolidation model is developed. Terzaghi's consolidation theory is revisited by applying the initial and boundary conditions corresponding to combined vacuum and surcharge loading on a soil. A test apparatus is designed, manufactured, and assembled to verify the model. The apparatus has the capacity of applying designated vacuum and surcharge pressures to a soil specimen, and it allows for the measurement of the excess pore-water pressure, settlement, and volume change during the consolidation process. Two series of tests are performed using the apparatus on two reconstituted natural clay soils, namely, the Welland sediment at water contents close to its liquid limit and the Orleans clay, reconstituted and consolidated under an effective stress of 60 kPa. The former test series mimics the strengthening of a very soft soil, such as the hydraulic fill used in land reclamation. The latter test series is designed to study vacuumsurcharge combined strengthening of a consolidated soil. It is demonstrated from the experiments that the one-dimensional vacuum-surcharge consolidation model describes the consolidation behaviour of both soils well. The consolidation characteristics of the soils show no discrimination against the nature of the consolidation pressure, namely, whether they are consolidated under the vacuum pressure alone, under the surcharge pressure alone, or under a pressure generated by the combined application of vacuum and surcharge. The study concluded that the soil consolidation characteristics obtained from the conventional consolidation tests can be used in the design of vacuum preloading systems, provided that the one-dimensional loading condition prevails.Key words: consolidation, soil improvement, vacuum pressure, surcharge pressure, excess pore-water pressure, soil consolidation parameters.
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Nguyen Thi, Nu, Bui Truong Son, and Do Minh Ngoc. "Research on Horizontal Coefficient of Consolidation of Vietnam’s Soft Soil." Journal of Engineering 2020 (July 15, 2020): 1–13. http://dx.doi.org/10.1155/2020/3697689.
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The horizontal coefficient of consolidation is the most important parameter for designing the improvement of soil soft by prefabricated vertical drains (PVDs) combined with surcharge and vacuum preloading. This paper presents the experimental study on the horizontal coefficient of consolidation (ch) of some soft soils distributed in Vietnam. The ch value was determined by the laboratory test and CPTu dissipation test. The laboratory tests included the Rowe consolidation cell test and constant rate of strain consolidation with radial drainage test. Two types of consolidation laboratory tests were performed. The experimental results indicated that the ch value is always larger than the vertical coefficient of consolidation of soil (cv). The ratio of ch/cv depends on the consolidated pressure, type of soil, and the anisotropy of soil. The ratio of ch/cv is different in different types of soft soil in Vietnam. In the normally consolidated state, the ch/cv ratio ranges from 1.35 to 10.59. It was necessary to choose the ch value at the consolidated stress level for calculating the PVD spacing.
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Wang, Jun, Yuanqiang Cai, Guohui Yuan, Hongtao Fu, Wentao Sun, Xiuqing Hu, Peng Wang, and Junfeng Ni. "Temperature effects on dredged slurry performance under vacuum preloading." Canadian Geotechnical Journal 57, no. 12 (December 2020): 1970–81. http://dx.doi.org/10.1139/cgj-2019-0272.
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Under appropriate temperature conditions, vacuum preloading can effectively accelerate the rate of soil consolidation. If the temperature is low (30 °C), vacuum preloading is less effective at consolidating the soil. If temperature is extremely high, vacuum preloading is less efficient at consolidating the soil due to the consummation of excess energy consumed. In this study, a series of laboratory tests was conducted to analyse the effects that temperature has on dredged slurry consolidation via vacuum pressure using constant and variable heating modes. During these tests, heat transfer, water discharge, surface settlement, and pore-water pressure dissipation were observed in the soil samples. Based on the laboratory test measurements, each soil sample’s horizontal coefficient of consolidation, water content, and shear strength were determined. To quantify the energy consumption of the different heating modes, the ratios of energy consumption as a function of the soil’s total water discharge and mean shear strength were determined. Using these parameters, an optimal soil consolidation temperature was obtained. The results indicated that vacuum preloading was most effective in consolidating the soil under a constant temperature of 75 °C rather than variable temperatures.
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Xu, Yao, Shu Cai Li, Xiao Zhang, Bin Yan, and Chun Mei Zhu. "Dynamic Consolidation Test Study on Silt and Silt Soil." Applied Mechanics and Materials 90-93 (September 2011): 537–41. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.537.
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A dynamic consolidation model of double layered foundation of saturated soil and unsaturated soil is proposed. Mechanism of dynamic compaction treating on double layered foundation is studied by the model. On the base of the mechanism a new technology called soil-mound dynamic consolidation can be applied to treat the ground of saturated silt and silty clay with high groundwater level. The water-pore pressure test, static cone penetration test, settlement plate test are applied to evaluate that of the new technology with different construction parameters. The treatment effect is more remarkable than that of plastic drain-dynamic consolidation.
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Iskandar and Rabiya. "Perbandingan Pengujian Konsolidasi Menggunakan Alat Rowe Cell dan Oedometer pada Tanah Lanau Lunak." Potensi : Jurnal Sipil Politeknik 22, no. 2 (October 30, 2020): 149–55. http://dx.doi.org/10.35313/potensi.v22i2.1928.
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Soil consolidation testing using an oedometer and rowe cell. Oedometers are often used on clay and soft soils. However, in the development of the rowe cell device, the results of lowering soft soil were better than the oedometer. The advantage of this rowe cell is that it can determine the saturation value of the soil samples tested. The rowe cell tester can measure the pore water pressure at the beginning and end of each consolidation stage. This rowe cell can provide suitable settlement for soft soils. This consolidation test to obtain soil parameters such as Cv and Cc by using the rowe cell tool. After that, from the test results, the two tools were compared.
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Huang, Hua, Min Huang, and Jiangshu Ding. "Calculation of Tangent Modulus of Soils under Different Stress Paths." Mathematical Problems in Engineering 2018 (2018): 1–11. http://dx.doi.org/10.1155/2018/1916761.
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During excavation of foundation pit, soils of different sites may undergo different unloading paths. This study focuses on the tangent modulus of soil under different stress paths and provides theoretical basis for the deformation calculation of soil. In this paper, conventional triaxial compression test and K0 consolidation unloading test were conducted with mucky soil and silty clay to obtain the deformation characteristics of soils under different stress paths. Experiment results show that the soil samples exhibit distinct stress-strain characteristics under different stress paths, but they all show nonlinearity. The initial tangent modulus increases as the consolidation confining pressure intensifies. Then, based on the test data, the power function relationship between initial tangent modulus and confining pressure under unloading was verified. Simultaneously, a hyperbola function to express stress-strain relation of soils under the K0 consolidation unloading condition was proposed and proved. Finally, the formulas of the tangent modulus under K0 consolidation unloading were established referring to the derivation of that in Duncan–Chang model. The theoretical calculation results agree well with the test results. It can expand the use of the Duncan–Chang model and improve its application to engineering practice.
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Yin, Tie Feng. "Theoretical and Experimental Studies on Thermal Consolidations Characteristics of Ningbo Soft Clay." Applied Mechanics and Materials 501-504 (January 2014): 141–49. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.141.
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When considering the effect of temperature, consolidation deformation of the soil is a complex multi-physics coupling problem. For soil of different regions, the influence of temperature on soil physical properties vary widely, even presents the opposite result. In order to realize the thermal consolidations characteristics of Ningbo soft clay, this paper selected Ningbo soft clay and done consolidation test with temperature controlled under different temperatures and confining pressures. Combined with the analysis of theory, this paper carried out the reasonable explanation to the experimenting phenomenon. The results show that: temperature increase the penetration rate of the soil by changing the coefficient of the water, thereby accelerating the consolidation process. The degree of consolidation increases with increasing temperature. In the same conditions and time, the higher the degree of consolidation of soil with increasing temperature, and the difference of the degree of consolidation increases with the increase of the difference in temperature. The difference of the degree of consolidation under different temperature increases with time showing a rapid increase in the extreme values first, and then gradually reduced to zero. Therefore, effect of temperature is mainly reflected in the drainage consolidation process less than half the period of time before, and the greater the temperature difference, the impact effect is more obvious.
14
Liu, Hong Jun, Wei Shan, Yan Qiu Yang, Chun Jiao Wang, Ying Guo, and Pi Xiang Wang. "The Engineering Properties Comparative Study of Wetlands Soft Soil and Soft Soil of other Genesis." Advanced Materials Research 150-151 (October 2010): 484–92. http://dx.doi.org/10.4028/www.scientific.net/amr.150-151.484.
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In order to provide technical reference in soft soil foundation treatment for construction of high-grade highway in wetlands soft soil area,by collecting undisturbed soil samples in Qiqihaer-Fuyu section of Jiagedaqi-Beijing highway and using triaxial tests, direct shear test, compressed consolidation testing and other testing methods, a detailed laboratory test and study has been carried out on the soft soil engineering properties and the comparative study on physical and mechanical index, compressed consolidation properties, shearing strength and shearing strength index and so on of wetlands soft soil and other genesis soft soil has been carried out,the results showed that: wetlands soft soil is better than delta soft soil in basic physical and mechanical index; comparing shearing strength parameters of wetlands soft soil and lacustrine soft soil shows that: under smaller consolidation degree and the consolidation pressure, their cohesion decreased with the increase of consolidation degree;with the consolidation degree and the consolidation pressure become bigger, the cohesion of wetlands soft soil is higher than lacustrine soft soil, internal friction angle changed little; Comparing with marine soft soil, the primary consolidation coefficient of wetlands soft soil is bigger and the secondary consolidation coefficient is smaller, that shows the foundation of wetlands soft soil is easy to drainage and consolidation. The research results have guiding significances for treatment of wetland soft soil foundation.
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Sulastri, Yusi, and Paulus Pramono Rahardjo. "Study of Anisotropy Characteristics of Bogor Volcanic Soil." UKaRsT 5, no. 1 (April 3, 2021): 95. http://dx.doi.org/10.30737/ukarst.v5i1.1137.
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Anisotropy in soil results from the deposition process which describes the characteristics of the soil grains or is caused by stress or from the consequences of stresses caused during deposition and subsequent erosion. All soils behave in general anisotropy and some exhibit undrained shear strength. This study conducted 2 tests, namely the first field testing with original soil samples in the form of CPTu and dilatometer. The CPTu test's objective is to determine the vertical soil parameters, while the dilatometer is to determine the horizontal soil parameters. This study indicates that the indication of anisotropy in all shear strength tests is evident in the results of the CPTu test and the Dilatometer test. TX - UU and consolidation show that the horizontal shear strength (Suh) is greater than the vertical slope shear strength (Suv). In this case, the ratio obtained for shear strength is Suh = 1.3 Suv. And from the results of the consolidation test in the laboratory, it was found that the horizontal compression index parameter (Cc horizontal) was greater than the vertical (Cc vertical) and the horizontal coefficient of consolidation (Ch) is greater than the vertical coefficient of consolidation (Cv).
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Shang, J. Q. "Electroosmosis-enhanced preloading consolidation via vertical drains." Canadian Geotechnical Journal 35, no. 3 (June 1, 1998): 491–99. http://dx.doi.org/10.1139/t98-018.
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An analytical model of electroosmosis-enhanced preloading consolidation via vertical drains is developed for the design of the combined preloading and electroosmotic consolidation of clay soils. The excess pore pressure and average degree of consolidation are computed and examined for the effects of surcharge load, electric field intensity, treatment time, spatial configuration of electrodes, drainage path, and soil properties. The model is evaluated using the results of a well-known electroosmotic consolidation field test reported in the literature.Key words: consolidation, electroosmosis, surcharge preloading, vertical drains, soil improvement, soft clays.
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Johari, Nurul N., I. Bakar, and M. H. A. Aziz. "Consolidation Parameters of Reconstituted Peat Soil: Oedometer Testing." Applied Mechanics and Materials 773-774 (July 2015): 1466–70. http://dx.doi.org/10.4028/www.scientific.net/amm.773-774.1466.
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This paper presents the consolidation parameters of reconstituted peat soils with different peat soil particle sizes. The reconstituted peat sample was used to determine the consolidation parameters since the undisturbed samples were difficult to collect. The selected sizes of soil particles passing have been collected and formed the reconstituted peat samples by preloaded a pressure to remove the extra water. The testing involve was one-dimensional oedometer consolidation test with the load increment method (5 – 320kPa). It is important to gather the information about a soil profile, especially on consolidation properties which were important in predicting the settlement of soil. Based on the results, compression index (Cc) and swell index (Cs), the values were increased with the increasing peat particles size.
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Song, Xiu Guang, Kai Yao, Zhi Gang Dou, and Yang Yang. "Field Test Study on Dynamic Stress Characteristics of Sand Soil." Advanced Materials Research 243-249 (May 2011): 3285–88. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.3285.
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In order to understand the dynamic stress diffusion rule of the waste iron slag (sand soil) during dynamic consolidation, we conducted a large field test. The propagation and attenuation of dynamic stress in each ramming strike was recorded through the resistance strain gauge. It was shown that the dynamic stress caused by dynamic consolidation is pretty obvious. The dynamic stress dissipates extremely fast during the dynamic consolidation, the time is only 0.5s after plus the aftermath. The soil dynamic stress has heart-shaped distribution during the compaction. The dynamic stress value increases with the tamping hit number, but it keeps stable after about the third hits.
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Wong, Tai T., Delwyn G. Fredlund, and John Krahn. "A numerical study of coupled consolidation in unsaturated soils." Canadian Geotechnical Journal 35, no. 6 (December 1, 1998): 926–37. http://dx.doi.org/10.1139/t98-065.
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This paper first describes the numerical implementation of the coupled formulation for the theory of consolidation of unsaturated soils. The developed computer code is verified using the Mandel-Cryer problem and then is applied to the solution of coupled multidimensional consolidation problems. Using a parametric study, it is demonstrated that, in unsaturated soils, the Mandel-Cryer effect is suppressed and the consolidation process in unsaturated soils is affected significantly by the shape of the soil-water characteristic curve. Finally, the developed model is used to analyze the consolidation of an unsaturated-saturated soil column. Analysis results indicate that the classical "undrained" pore-water pressure response to an externally applied load only occurs in the saturated zone while the pore-water pressure response is subdued in the unsaturated zone. This paper also shows a method of deriving one of the two additional material parameters required for the analysis of unsaturated soils from laboratory test results.Key words: coupled consolidation, unsaturated soils, Mandel-Cryer effect, soil-water characteristic curve.
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Lu, Chuan Yin, and Sheng Zhu. "Overview of the Development of Consolidation Theory of Unsaturated Soils." Advanced Materials Research 734-737 (August 2013): 2318–23. http://dx.doi.org/10.4028/www.scientific.net/amr.734-737.2318.
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The consolidation theory and test results of unsaturated soils were summarized in detail in this article, which include the recent development. And some existent difficulties and problems for consolidation theory of unsaturated soil were also summarized. The consolidation theory of unsaturated soils have well applicable future, but the theory is not mature and need the investigators’ further research.
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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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Dai, Chen-Xiang, Qiong-Fang Zhang, Shao-Heng He, An Zhang, Hua-Feng Shan, and Tang-Dai Xia. "Variation in Micro-Pores during Dynamic Consolidation and Compression of Soft Marine Soil." Journal of Marine Science and Engineering 9, no. 7 (July 6, 2021): 750. http://dx.doi.org/10.3390/jmse9070750.
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In this study, to explore the microstructure deformation mechanism of marine soft marine soil under cyclic loading, we analyzed the dynamic properties of soft marine soil under cyclic loading via dynamic consolidation compression testing. Then, using Image-Pro Plus (IPP) 6.0 image analysis software, and according to the dynamic consolidation compression test results and the images from a scanning electron microscope (SEM), we determined the weakening effect of soft soils under different consolidation confining pressures, different cyclic stress ratios, and different over-consolidation ratios. After dynamic consolidation and compression, the pore structure of undisturbed soft marine soil tends to compact, the degree of soil particle fragmentation intensifies, small pores increase, large pores decrease, the pores become more regular, and the distribution of pores is directional. Subsequently, for undisturbed soft marine soil, the higher the consolidated confining pressure, cyclic dynamic stress ratio, and over-consolidation ratio, the greater the damage to the pore structure, and the more obvious the structural weakening effect exhibited under cyclic loading.
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Zheng, Ai Rong, Fan Liu, and Ju Chen. "Study on Consolidation Test for Fresh Soft Dredger Fill." Applied Mechanics and Materials 501-504 (January 2014): 71–74. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.71.
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The consolidation test was performed to samples of fresh soft dredger fill with heights of 2cm, 3cm and 4cm with full-automatic pneumatic consolidometer. The results show that: the soil sample deforms greatly during the consolidation with significant decrease in water content and small consolidation coefficient. The sample height has negligible effect on the deformation rate, compression modulus, compressibility coefficient, etc., while it is closely related to the consolidation coefficient with an inverse relationship.
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Yang, Dong Peng, Chong Wang, and Yin Zheng Tong. "The Application of Hydraulic Method to Geotechnical Compression Test." Applied Mechanics and Materials 405-408 (September 2013): 521–26. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.521.
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The geotechnical consolidation test is used to detect the soil deformation under all levels of vertical load. Consolidation parameters play a vital role in the basal design of the buildings. But the lever consolidometer covers too large area, and needs high labor intensity. The pressure consolidometer is not convenient to find leak, noisy, and is affected by the power supply. We developed the hydraulic consolidation system, which is aid to make consolidation tests of the soil samples. The hydraulic consolidation system is composed of the hydraulic pump used as a pressure source, the hydraulic piston cylinder used as the load transfer device, intelligent instrument and solenoid valve. Through the comparison of the test by three methods, it proved that the test results are identical. The coefficient of variation of the parameters is less than 0.1, while its efficiency is 31.33 times higher than the lever test, 6.86 times higher than the pressure method.
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Luo, Qingzi, and Xiaoping Chen. "Experimental Research on Creep Characteristics of Nansha Soft Soil." Scientific World Journal 2014 (2014): 1–8. http://dx.doi.org/10.1155/2014/968738.
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A series of tests were performed to investigate the creep characteristics of soil in interactive marine and terrestrial deposit of Pearl River Delta. The secondary consolidation test results show that the influence of consolidation pressure on coefficient of secondary consolidation is conditional, which is decided by the consolidation state. The ratio of coefficient of secondary consolidation and coefficient of compressibilityCa/Ccis almost a constant, and the value is 0.03. In the shear-box test, the direct sheer creep failure of soil is mainly controlled by shear stress rather than the accumulation of shear strain. The triaxial creep features are closely associated with the drainage conditions, and consolidation can weaken the effect of creep. When the soft soil has triaxial creep damage, the strain rate will increase sharply.
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Głuchowski, Andrzej, Emil Soból, Alojzy Szymański, and Wojciech Sas. "Undrained Pore Pressure Development on Cohesive Soil in Triaxial Cyclic Loading." Applied Sciences 9, no. 18 (September 12, 2019): 3821. http://dx.doi.org/10.3390/app9183821.
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Cohesive soils subjected to cyclic loading in undrained conditions respond with pore pressure generation and plastic strain accumulation. The article focus on the pore pressure development of soils tested in isotropic and anisotropic consolidation conditions. Due to the consolidation differences, soil response to cyclic loading is also different. Analysis of the cyclic triaxial test results in terms of pore pressure development produces some indication of the relevant mechanisms at the particulate level. Test results show that the greater susceptibility to accumulate the plastic strain of cohesive soil during cyclic loading is connected with the pore pressure generation pattern. The value of excess pore pressure required to soil sample failure differs as a consequence of different consolidation pressure and anisotropic stress state. Effective stresses and pore pressures are the main factors that govern the soil behavior in undrained conditions. Therefore, the pore pressure generated in the first few cycles plays a key role in the accumulation of plastic strains and constitutes the major amount of excess pore water pressure. Soil samples consolidated in the anisotropic and isotropic stress state behave differently responding differently to cyclic loading. This difference may impact on test results analysis and hence may change the view on soil behavior. The results of tests on isotropically and anisotropically consolidated soil samples are discussed in this paper in order to point out the main features of the cohesive soil behavior.
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Chen, Yi Bo, and Dong Qin Peng. "Test and Evaluation of Seaside Silt Soil Foundation Reinforced by Dynamic Consolidation." Advanced Materials Research 250-253 (May 2011): 2307–11. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2307.
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The technical measures of dynamic consolidation used in silt soil foundation reinforcement of a seaside project in Hainan province were introduced. According to plate loading test and heavy dynamic penetration test, the effect of dynamic consolidation treatment was analyzed and evaluated.
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Maulidya F, Adelina, Yulvi Zaika, and As’ad Munawir. "Effect of GGC (Geoform Granule Column) on Acceleration of Settlement in Soft Soil." Rekayasa Sipil 14, no. 3 (October 25, 2020): 194–203. http://dx.doi.org/10.21776/ub.rekayasasipil.2020.014.03.5.
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Soft soils has low bearing capacity and high compressibility which is potentially damage the structure laid above it. An effort is taken to use EPS beads to form GGC will accelerate of consolidation process. The purpose of study to investigate the influence of density and diameters of GGC against strength and settlement. Triaxial test are conducted to identify the shear strength parameter after consolidation test were done. The equivalence value of permeability (kve) is calculated using the Chai Method (2001) by considering smear effect. Test results showed that the settlement of soft soil in 90 degree consolidation reached in short period of time upon for smallest density and largest diameter of GCC.
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Józefiak, Kazimierz, Artur Zbiciak, Karol Brzeziński, and Maciej Maślakowski. "A Novel Approach to the Analysis of the Soil Consolidation Problem by Using Non-Classical Rheological Schemes." Applied Sciences 11, no. 5 (February 24, 2021): 1980. http://dx.doi.org/10.3390/app11051980.
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The paper presents classical and non-classical rheological schemes used to formulate constitutive models of the one-dimensional consolidation problem. The authors paid special attention to the secondary consolidation effects in organic soils as well as the soil over-consolidation phenomenon. The systems of partial differential equations were formulated for every model and solved numerically to obtain settlement curves. Selected numerical results were compared with standard oedometer laboratory test data carried out by the authors on organic soil samples. Additionally, plasticity phenomenon and non-classical rheological elements were included in order to take into account soil over-consolidation behaviour in the one-dimensional settlement model. A new way of formulating constitutive equations for the soil skeleton and predicting the relationship between the effective stress and strain or void ratio was presented. Rheological structures provide a flexible tool for creating complex constitutive relationships of soil.
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Nalbantçılar, Mahmut Tahir, Turgay Beyaz, and Nagihan Özlen. "Consolidation Problem on the Clayey Soil With Containing High Groundwater Level." Academic Perspective Procedia 2, no. 3 (November 22, 2019): 642–49. http://dx.doi.org/10.33793/acperpro.02.03.68.
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In this study, the settlement problem in Ilgın district, which has high groundwater level at the northwest of Konya and is widely clay, is investigated. In order to determine the settlement characteristics of the investigated area, a research pit was opened at different points and drilling and UD samples were taken. Experiments were conducted on these soil samples. The compaction index (Cc), the compaction index (Cr), the consolidation coefficient (Cv) and the consolidation settlement were calculated according to the results of the consolidation test applied to the samples consisting mostly of clay and thin soil materials. As a result, it was determined that the ground water level and the consolidation of soils were effective in the deformations observed in the buildings in Ilgın settlement area.
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Prasad, Yenumula V. S. N., and S. Narasimha Rao. "A new two point method of obtaining Cv from a consolidation test." Canadian Geotechnical Journal 32, no. 4 (August 1, 1995): 741–46. http://dx.doi.org/10.1139/t95-071.
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The time factor, T, and the degree of consolidation, U, from Terzaghi's theory of consolidation can be shown to have a straight line relationship when plotted as log[– T/log (T/U)] versus log T. Oedometer tests were conducted on five soils with a wide variation in properties. The results obtained establish straight line variation between log[t/log(7/δ)] and log t plots. Using this property, a method is proposed to predict the compression (δ) versus time (t) behaviour of clayey soils by measuring the compression values of a soil specimen at only two time intervals in oedometer test. Variation of δ with t is predicted using the proposed method for some of the soils tested, and the computed values of Cv are compared with the actual experimental Cv values. Some of the published test results are used to validate the proposed method. Key words : coefficient of consolidation, clays, oedometer test, time–compression, settlements.
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Muir Wood, David. "Analysis of consolidation with constant rate of displacement." Canadian Geotechnical Journal 53, no. 5 (May 2016): 740–52. http://dx.doi.org/10.1139/cgj-2015-0405.
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The “constant rate of strain” consolidation test has been widely used for several decades to provide a continuous load–displacement response. An exact theoretical solution can be obtained for this consolidation problem. Two other solution techniques have pedagogic advantage in their simplicity, and in their ability to (i) clarify the phases of response of the consolidating sample and (ii) be extended to incorporate additional details of material response or testing configuration. The parabolic isochrone technique imposes a particular mode shape on the isochrones at all times. Treating the sample as a single system, and applying the boundary conditions at the system level, the governing equation becomes an ordinary differential equation. For more elaborate soil properties or experimental procedures a finite difference description of the problem is readily programmed and solved. These solution techniques are used to illustrate the importance of distinguishing between the observed response of the system — the soil specimen under test — and the behaviour of the soil elements that make up this system. Examples are given of erroneous conclusions that might be drawn if this distinction is not recognised.
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Chen, Rong Jun, and Juan Guo. "The Test Research on Impact Compaction Reinforcement of the Soil Base." Advanced Materials Research 753-755 (August 2013): 673–77. http://dx.doi.org/10.4028/www.scientific.net/amr.753-755.673.
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This article verifies the feasibility to impact rolling technology instead of dynamic consolidation in soil areas soil region reinforcement processing by impact rolling soil base reinforcement experiments .In this essay, high soil areas embankment large area of reinforcement processing has opened up a new way.
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Gui, Yue, Hui Tao, Pei Ning Zhu, Hua Hai Yang, and Tong Fa Deng. "Contrastive Studies of the Testing Method for the Bearing Capacity and Deformation Modulus of Dynamic Consolidation Backfill Foundation." Advanced Materials Research 446-449 (January 2012): 1606–14. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1606.
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The study collected a great deal of testing data, including the physical properties of soil before dynamic compaction and in-situ test and laboratory test data after dynamic consolidation, from twenty-eight engineering practices about dynamic consolidation granite residual soils(GRS) backfill foundation in power construction in Guangdong province over the past fifteen years. The backfill were classified into three types according to the fraction of soil, the corresponding foundations were classified into three types too. Base on the plate loading testing (PLT), the suitability of testing the bearing capacity and deformation modulus of dynamic Consolidation backfill foundation, by dynamic penetrating testing (DPT), standard penetrating testing (SPT) and laboratory soil testing (LST), were evaluated. The statistic relationships between SPT, DPT blow count and the bearing capacity, deformation modulus of dynamic consolidation backfill foundation were also generalized; as well as the factors influent the testing results were analyzed. And the accuracy of adopting two common region specifications to determine the bearing capacity and deformation modulus were analyzes. This article has some reference value on ground treatment detection of dynamic consolidation backfill foundation with similar engineering geological conditions.
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Li, Na, Qianying Zhu, Wei Wang, Fei Song, Dongliang An, and Haoran Yan. "Compression Characteristics and Microscopic Mechanism of Coastal Soil Modified with Cement and Fly Ash." Materials 12, no. 19 (September 28, 2019): 3182. http://dx.doi.org/10.3390/ma12193182.
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It is of great significance to study the consolidation characteristics of modified coastal cement-soil. A one-dimensional consolidation test and microscopic test were carried out. In the tests, the cement content was 20%, fly ash content was 0%, 5%, 10%, 20%, and 30%, and the water content was 80%. The consolidation test results showed that: (1) Compared with coastal cement soil, the deformation of coastal cement soil modified with a 20% fly ash content was reduced from 4.31 to 2.70 mm, and the vertical compression deformation was reduced by 1.61 mm. (2) During consolidation and compression, the e–p curve (pore ratio-pressure curve) of fly ash-modified coastal cement soil was slower than that of coastal cement soil and the rate of change of pore ratio. (3) The compression coefficient of fly ash-modified coastal cement soil was reduced from 0.780 to 0.598 MPa-1 compared with that of coastal cement soil. The microscopic test results indicate that after adding the proper amount of fly ash, a skeleton was formed between the microscopic particles of the sample, which improved its resistance to compression and deformation. The results of this study indicate that it is feasible to modify coastal cement soil with an appropriate amount of fly ash to improve its compression resistance.
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Cheng, Gang, Hong-Hu Zhu, Ya-Nan Wen, Bin Shi, and Lei Gao. "Experimental Investigation of Consolidation Properties of Nano-Bentonite Mixed Clayey Soil." Sustainability 12, no. 2 (January 7, 2020): 459. http://dx.doi.org/10.3390/su12020459.
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As a new soil improvement method, adding nano-bentonite can enhance the engineering properties of soil. To study the stabilization effect of nano-bentonite on soil consolidation properties, a series of one-dimensional odometer tests were conducted on a clayey soil with different nano-bentonite mixing contents (i.e., 0.5%, 1%, 1.5%, and 2%). The effects of nano-bentonite on the coefficient of consolidation and permeability of the test soil were analyzed. The results show that adding a certain amount of nano-bentonite does not significantly affect the original consolidation characteristics of soil samples, but displays a notable effect on accelerating water drainage. Among all the soil samples, when the nano-bentonite mixing content is 0.5%, the final compression amount is the largest and the final void ratio is the smallest. The coefficients of consolidation and permeability increase with increasing nano-bentonite mixing content under high stress state. The test results indicate that nano-bentonite can facilitate internal cementation of soil particles, which effectively reduces the compressibility of clayey soil.
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Uysal, Firdevs, and Osman Sivrikaya. "Numerical estimation of the one-dimensional consolidation behavior of clay." Acta Geotechnica Slovenica 17, no. 2 (2020): 16–25. http://dx.doi.org/10.18690/10.18690/actageotechslov.17.2.16-25.2020.
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The consolidation behavior of clayey soils is traditionally evaluated in the laboratory using the one-dimensional consolidometer test. A new oedometer cell design with a ring of 60 mm in height, 75 mm in diameter was made to measure the excess pore-water pressure at the undrained base of the specimen and the friction between the soil and the ring, and to determine the ε – log p curve. This study deals with numerical modeling of the one-dimensional consolidation test and comparing the data obtained from the experimental study with the data from the modeling. In the modeling, the Soft Soil and Soft Soil Creep models were used for the clay proposed in this study. The results show, as a general trend, that the data from the numerical modeling are compatible with those from the experimental study.
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Malinowska, Edyta E., Bartłomiej A. Bursa, and Alojzy Szymański. "Derivation of consolidation partial differential equations with non-linear fl ow characteristics on organic soil example." Annals of Warsaw University of Life Sciences, Land Reclamation 46, no. 4 (December 1, 2014): 309–16. http://dx.doi.org/10.1515/sggw-2015-0005.
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Abstract Derivation of consolidation partial differential equations with non-linear flow characteristics on organic soil example. Derivation of consolidation partial differential equation with non-linear flow characteristics is proposed. The non-linear flow characteristics are obtained from flow-pump test on organic soil and described with empirical relationship. Several reasons were crucial to perform tests on organic soil. Firstly organic soils are very compressible, so that results in high permeability changes. Even with small stresses organic soil deforms a lot. Secondly road embankments, flood control levees, dykes and dams are very often located on organic soil, so it is important to model deformations under these constructions. Thus to model consolidation process in soft organic soil one should consider as follows: physical and mechanical properties, non-linear stress-strain relationship, non-linear flow characteristics, and creep strains. This paper is focused mainly on non-linear flow characteristics that change with porosity and hydraulic gradient variations.
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Vaid, Y. P. "Effect of consolidation history and stress path on hyperbolic stress–strain relations." Canadian Geotechnical Journal 22, no. 2 (May 1, 1985): 172–76. http://dx.doi.org/10.1139/t85-024.
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The hyperbolic approximation of the stress–strain behaviour of soil based on the results of conventional triaxial tests, which is used in incremental elastic analysis of soil deformation problems, is shown to be inapplicable for representing soil behaviour under anisotropic consolidation and different stress paths. Test results on a normally consolidated clay are presented to show that a separate hyperbolic representation of stress–strain behaviour is possible for each consolidation history and stress path if increment in deviator stress after consolidation, rather than deviator stress, is used as the stress variable. Hyperbolic parameters are thus shown to depend on test type.
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Han, Shang Yu, and Li Hong. "Quality Control Indexes Study of Vacuum Combined with Fill Surcharge Preloading Method." Applied Mechanics and Materials 209-211 (October 2012): 1459–62. http://dx.doi.org/10.4028/www.scientific.net/amm.209-211.1459.
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The consolidation effect of vacuum combined with fill surcharge preloading always influenced by many factors including vacuum pressure, vertical load pressure and vertical drainage depth. As the way to improve the reliability of the method, based on the soil consolidation mechanisms and actual data getting from the laboratory test and in-situ test, the main indexes of the method were studied in this paper. The test results show that the ratio of the vacuum pressure and vertical load pressure can cause difference soil settlement-deformation, if the ratio close to 1 the consolidation effect of the foundation can be gradually advanced. The soil outside the embankment always has displacement to reinforcement region in the upper depth of the foundation soil when the vacuum pressure equals to the vertical load pressure.
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Rahardjo, Harianto, and Delwyn G. Fredlund. "Experimental verification of the theory of consolidation for unsaturated soils." Canadian Geotechnical Journal 32, no. 5 (October 1, 1995): 749–66. http://dx.doi.org/10.1139/t95-074.
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An experimental program was designed to study the behavior of unsaturated soils during undrained loading and consolidation. A Ko cylinder was designed and built for the testing program. Simultaneous measurements of pore-air and pore-water pressures could be made throughout a soil specimen using this Ko cylinder. Four types of tests were performed on a silty sand. These are (1) undrained loading tests where both the air and water are not allowed to drain, (2) constant water content tests where only the water phase is not allowed to drain, (3) consolidation tests where both the air and water phases are allowed to drain, and (4) increasing matric suction tests. Undrained loading tests or constant water content loading tests were conducted for measuring the pore pressure parameters for the unsaturated soil. Drained tests consisting of either consolidation tests or increasing matric suction tests were conducted to study the pore pressure distribution and volume change behavior throughout an unsaturated soil during a transient process. The experimental pore pressure parameters obtained from the undrained loadings and constant water content leadings agreed reasonably well with theory. The pore-air pressure was found to dissipate instantaneously when the air phase is continuous. The pore-water pressure dissipation during the consolidation test was found to be faster than the pore-water pressure decrease during the increasing matric suction test. The differing rates of dissipation were attributed to the different coefficients of water volume change for each of the tests. The water volume changes during the consolidation test were considerably smaller than the water volume changes during the increasing matric suction tests for the same increment of pressure change. Key words : consolidation, Ko loading, matric suction, pore-air pressures, pore-water pressures, unsaturated soils
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Guo, Jianhua, Zhangjun Dai, Shichang Li, Nadeem Muhammad, and Hui Gao. "Study on Creep Characteristics of Expansive Soil in High-Fill Channel of South-to-North Water Transfer Project." Advances in Civil Engineering 2020 (November 11, 2020): 1–19. http://dx.doi.org/10.1155/2020/8852131.
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In the Nanyang section of the midroute of the South-to-North Water Transfer Project, the expansive soil is often used as a filler for high-fill channels. After the channel is stabilized, the expansive soil undergoes creep deformation over time. Studying the creep characteristics of expansive soils in different environments is particularly important for evaluating the safe operation of high-fill channels. In the current study, the creep test of expansive soil under different moisture content and dry density was carried out. It is proposed that the slope of the fitted straight line in the compression curve of the expansive soil can be used to represent the secondary consolidation coefficient of unsaturated expansive soil, and the variation law of the secondary consolidation coefficient under different environmental factors is obtained. The modified Bjerrum calculation method considering the influence of additional load and lateral deformation yields the postexpansion soil settlement curve model to determine the control index range of the project site. Moreover, it is also observed that the secondary consolidation coefficient of unsaturated expansive soil increases with the increase of moisture content and decreases with the increase of dry density. The coefficient of secondary compression of unsaturated expansive soil is linearly related to dry density and moisture content. After the preconsolidation treatment of the expansive soil, when the load level is less than the preload, the secondary consolidation coefficient is smaller, otherwise the secondary consolidation coefficient is larger.
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OIKAWA, Hiroshi, and Masahiro ISHIDA. "An experimental study on rapid consolidation test on highly organic soil." Doboku Gakkai Ronbunshu, no. 424 (1990): 161–68. http://dx.doi.org/10.2208/jscej.1990.424_161.
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Micic, S., J. Q. Shang, K. Y. Lo, Y. N. Lee, and S. W. Lee. "Electrokinetic strengthening of a marine sediment using intermittent current." Canadian Geotechnical Journal 38, no. 2 (April 1, 2001): 287–302. http://dx.doi.org/10.1139/t00-098.
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An experimental program on electrokinetic strengthening of a marine sediment using intermittent current was conducted on a high-salinity marine clay recovered from a land reclamation site on the Korean coast. The study focused on the use of electrokinetics to enhance the effect of surcharge preloading consolidation to improve mechanical and physical properties of soil. This paper presents the design, execution, and results of the electrokinetic tests performed in a custom-designed electrokinetic cell. The test results demonstrate that electrokinetic treatment combined with preloading consolidation is an effective method of increasing the shear strength and decreasing the water content of the marine sediment beyond that achievable by preloading consolidation alone. For the same consolidation pressure over the identical time period, the increase in the average undrained shear strength of the marine sediment after electrokinetic treatment combined with preloading consolidation was up to 145% greater than that achieved by the preloading consolidation alone. A corresponding decrease in the soil water content of approximately 125% was measured. The power consumption and electrode corrosion are reduced by using intermittent current. The process developed in this research has potential applications in strengthening soft clayey soils at and around foundations of new onshore and offshore structures embedded in marine sediments and for rehabilitation of existing offshore platforms.Key words: marine sediment, electrokinetics, preloading consolidation, soil improvement, soil shear strength, land reclamation.
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Al-Hadidy, Maysm Th. "Derivation of a New Equation to Obtain the Permeability Coefficient of Clayey Soils." FES Journal of Engineering Sciences 5, no. 1 (October 6, 2011): 20. http://dx.doi.org/10.52981/fjes.v5i1.31.
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The main objective of this research is to find the coefficient of permeability (k) of the soil and especially clayey soil by finding the degree of consolidation (rate of consolidation). New modify procedure is proposed by using the odometer (consolidation) device. The ordinary conventional permeability test usually takes a long time by preparing and by testing and this could cause some problems especially if there is a need to do a large number of this test and there were a limited number of technicians and/or apparatus. From this point of view the importance of this research is clear, since the modified procedure will require a time of 25 minute only. Derivation made to produce an equation which could be used to fined the permeability if the proposed procedure fallowed to find the permeability of soils and this done by specification the degree of consolidation at any loading stage. The results of permeability found by the proposed procedure and by ordinary test (directly by falling head method, and indirectly by accelerated consolidation method using the oedometer device). After that these results were found by proposed procedure compared with that results which found by ordinary test. it has been found that this equation give a very good results with (95.83) % accuracy and degree of correlation of (0.9988) comparing with ordinary methods and beside that it takes a very short time.
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Zhang, Yong Mou, and Jian Chang Zhao. "A Monitoring Test Study on Soft Clay Treatment by Preloading with Plastic Drainage Pipe." Applied Mechanics and Materials 90-93 (September 2011): 245–49. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.245.
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According to the monitoring results of soft clay treated by preloading with plastic drainage pipe, the consolidation settlement effect of soft clay with 50kPa preloading load, 21m plastic pipe, 1.2m and 1.5m distance was compared with that of 30kPa preloading load, 6m plastic pipe, 1.5m and 2.0m distance. The analysis showed that, the preloading method with deep plastic drainage pipe can accelerate the dissipation of excess pore water pressure in deep soft soil. The over-flow penetration may occur in the confined water. The elastic deformation appears and recoveries after unloading. This is not conducive to the consolidation of soft clay layer 4. The plastic drainage pipe whose depth and distance should be 18~20m and 1.5m respectively to the consolidation soft soil in Pudong.
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Strzelecki, Tomasz, and Michał Strzelecki. "Relation Between Filtration and Soil Consolidation Theories." Studia Geotechnica et Mechanica 37, no. 1 (March 1, 2015): 105–14. http://dx.doi.org/10.1515/sgem-2015-0012.
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Abstract This paper presents a different, than commonly used, form of equations describing the filtration of a viscous compressible fluid through a porous medium in isothermal conditions. This mathematical model is compared with the liquid flow equations used in the theory of consolidation. It is shown that the current commonly used filtration model representation significantly differs from the filtration process representation in Biot’s and Terzaghi’s soil consolidation models, which has a bearing on the use of the methods of determining the filtration coefficient on the basis of oedometer test results. The present analysis of the filtration theory equations should help interpret effective parameters of the non-steady filtration model. Moreover, equations for the flow of a gas through a porous medium and an interpretation of the filtration model effective parameters in this case are presented.
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Agraine, Hana, and Meriem Fakhreddine Bouali. "Numerical Modelling of Oedometer Test." Selected Scientific Papers - Journal of Civil Engineering 15, no. 2 (December 1, 2020): 127–36. http://dx.doi.org/10.1515/sspjce-2020-0025.
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Abstract The oedometric test is a test widely used in civil engineering. The main objective of this article has been to investigate the primary consolidation behaviour of the intact soil samples by comparing the results obtained from finite element analysis computations in PlAXIS2D with the experimental result of the soil samples obtained from the site of the Al-Ahdab oil field in the east of Iraq. Three different material models were utilized during the finite element analysis, comparing the performance of the more advanced constitutive Soft Soil material model against the modified Cam Clay and Mohr-Coulomb material models. Numerical results of Oedomter test show that the Soft Soil model behaviour is the most appropriate model to describe the observed behaviour.
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Le, Kang, Zhang tingjun, Tong Junhui, Chen Di, and Qian Baoyuan. "Finite element analysis of soft foundation treatment by thermal drainage consolidation of group well." E3S Web of Conferences 198 (2020): 03025. http://dx.doi.org/10.1051/e3sconf/202019803025.
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Thermal drainage consolidation method is a new technology of soft foundation treatment, which involves the coupling of thermo-hydro-mechanical field, and the action mechanism is complex. In this paper, taking the model test of thermal drainage consolidation as the prototype, the finite element model of thermal drainage consolidation is established by using Abaqus software, then, the numerical results are obtained and are compared with the results of model test, and the reliability of the numerical model is verified. The results show that when the applied load is constant, the higher the temperature is, the faster the consolidation speed of soil is, but with the increase of temperature, the consolidation effect of the same temperature difference will gradually weaken. In addition, the thermal drainage consolidation method can achieve the best treatment effect when the temperature of the soil reaches 60 ℃.
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Lvovska, Tetyana, Tetyana Lytvynenko, and Alla Kariuk. "Soil Compaction Methods Development." International Journal of Engineering & Technology 7, no. 3.2 (June 20, 2018): 636. http://dx.doi.org/10.14419/ijet.v7i3.2.14605.
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A process of soil compaction methods development including new authors’ methodology is described. The importance of soil compaction for engineering purposes is substantiated. Preconditions for Proctor compaction test appearance are highlighted. Proctor’s approach and suggestions for the degree of soil compaction assessing are analyzed. Soviet version of Proctor’s equipment and Modified Proctor compaction test are given. Principal differences between Proctor test, Standard compaction test and Modified Proctor test are presented. The problems and disadvantages of existent soil compaction tests are revealed. New authors’ physical experiment methodology for patterns establishment of water migration in subgrade embankment depth, in the capacity factors of what it is accepted: clay soil type (its number plasticity); moisture, at what the soil was compacted; soil skeleton density; embankment height; «rest» time after subgrade erection and before it’s operation is developed and realized. By laboratory and field tests water migration patterns in compacted subgrade soils depth are established. As a result of statistical processing of research results, the empirical dependence of compacted clay soil stabilized moisture is obtained. Empirical dependence parameter corresponds to maximum molecular moisture capacity at what it is advisable to do the subgrade clay soils multilayer consolidation for their long-term strength ensuring.