Статті в журналах: "Soil consolidation Computer programs"

1

Wulandari, Tika Ermita. "Prediksi Penurunan Konsolidasi Menggunakan Preloading dan Prefabricated Vertical Drain dengan Software Metode Elemen Hingga." JOURNAL OF CIVIL ENGINEERING BUILDING AND TRANSPORTATION 5, no. 2 (September 24, 2021): 99–108. http://dx.doi.org/10.31289/jcebt.v5i2.5844.

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Consolidation is the process of removing water from the pores of the soil which causes changes in the volume of the soil which results in damage to the construction above it. This is more fatal if the decline that occurs is local. Nowadays the use of vertical drains is increasingly in demand, especially with the Prefabricated Vertical Drain (PVD) system which can reduce the time of the soil consolidation process significantly from several years to a matter of months and with technological advances, software is created that can make it easier to calculate construction work with computer programs, one of which is the only finite element method software (Plaxis) to calculate the consolidation settlement process. This study aims to analyze using Finite Element Method software with the help of 2D and 3D plaxis programs to get the consolidation settlement size. The results of 2D and 3D modeling will be compared so that the results that are closest to the field conditions are obtained. From the results of the analysis, it can be concluded that the magnitude of the decrease in Plaxis 3D is closer to the settlement plate data S29 with a decrease of 6.956m or a difference of -0.234m, while the magnitude of the decrease in Plaxis 2D is 7.491 with a difference of decrease of 0.301m.

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2

Yin, Jian-Hua, and Wei-Qiang Feng. "A new simplified method and its verification for calculation of consolidation settlement of a clayey soil with creep." Canadian Geotechnical Journal 54, no. 3 (March 2017): 333–47. http://dx.doi.org/10.1139/cgj-2015-0290.

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The calculation of the consolidation settlement of clayey soils with creep behaviour has been a challenging issue with a long history. After a brief review the assumptions made in the two methods based on Hypothesis A and Hypothesis B, the authors present a new simplified hypothesis B method for calculation of consolidation settlement of a clayey soil with creep. Equations of this method are derived based on the “equivalent time” concept for different stress–strain states. This simplified Hypothesis B method is then used to calculate the consolidation settlement of a number of typical consolidation problems. The approximation and verification of this simplified method are examined by comparing the calculated settlements with settlements computed using two fully coupled finite element (FE) consolidation analysis programs using elastic viscoplastic (EVP) constitutive models (Hypothesis B) and the Hypothesis A method. It is found that the curves calculated using the new Hypothesis B simplified method with a factor α = 0.8 are close to curves from two FE model simulations with relative errors in the range 0.37%∼8.42% only for three layers of Hong Kong marine clay (HKMC). In overall, the settlements calculated using Hypothesis A method are smaller than those from the two FE simulations with relative error in the range 6.52%∼46.17% for the three layers of HKMC. In addition, this new simplified Hypothesis B method is used to calculate the average strain of consolidation tests done by Berre and Iversen in 1972. The calculated results are compared with the test data, and values from a fully coupled finite difference (FD) consolidation analysis using Yin and Graham’s EVP constitutive model (Hypothesis B), and Hypothesis A method. It is found that, again, the results from the new simplified Hypothesis B method are very close to the measured data. In conclusion, the new simplified Hypothesis B method is a suitable simple method, by spread-sheet calculation of the consolidation settlement of a single layer of a clayey soil with creep.

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3

Catanzaro, C. J., C. L. Fenderson, and R. J. Sauve. "Consolidation of Agricultural Programs at Tennessee State University." HortScience 31, no. 4 (August 1996): 650d—650. http://dx.doi.org/10.21273/hortsci.31.4.650d.

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The Dept. of Agricultural Sciences currently offers degrees at both the undergraduate and graduate levels. Undergraduate programs in Plant Science, Animal Science, and Rural Development were consolidated within the Dept. of Agricultural Sciences in the late 1980s due to the declining number of graduates. However, no personnel turnover or course changes occurred due to consolidation. Enrollment at the undergraduate level has doubled within the past 5 years. Student enrollment for Fall 1995 included 127 undergraduates and 31 graduate students. Graduation figures projected for 1995–96 include 26 undergraduates and 8 graduate students. Horticulture and Agronomy are now two of the concentrations available for the BS degree in Agricultural Sciences, and Plant Science is an option for the MS degree in Agricultural Sciences. Presently in the plant sciences there are approximately 30 undergraduates and 20 MS students. Faculty and professional staff affiliated with the Cooperative Agricultural Research Program are encouraged to submit teaching proposals to the 1890 Institution Capacity Building Grants Program, a USDA-funded competitive program for the agricultural sciences. Awards enable grantee institutions to attract more minority students into the agricultural sciences, expand institutional linkages, and strengthen education in targeted need areas. The Grants Program supports teaching projects related to curricula design, materials development, and faculty and student enhancement. Current teaching grants address graduate and undergraduate education in molecular biology and undergraduate education in soil sciences.

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4

Chen, Deqiang, Junhui Luo, Xianlin Liu, Decai Mi, and Longwang Xu. "Improved Double-Layer Soil Consolidation Theory and Its Application in Marine Soft Soil Engineering." Journal of Marine Science and Engineering 7, no. 5 (May 18, 2019): 156. http://dx.doi.org/10.3390/jmse7050156.

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Marine soft soil foundation is a double-layer foundation structure with a crust layer and soft substratum. Moreover, it is common that there are various forms of drainage. Accordingly, based on Terzaghi’s consolidation theory and the continuous drainage boundary conditions theory of controllable drainage conditions, an improved double-layer soil consolidation theory considering continuous drainage boundary conditions was proposed. To improve the computational efficiency and accuracy, the Laplace transform and the Stehfest algorithm was used to deduce the numerical solution of the improved double-layer soil consolidation theory considering continuous drainage boundary conditions and to compile a computer program. Subsequently, the theory was validated and analyzed by the degenerated model of the perfectly permeable boundary conditions and the semi-permeable boundary conditions, respectively, which showed that this theory has higher accuracy. Simultaneously, the analysis of double-layer consolidation settlement under continuous drainage boundary conditions for marine soft soil foundation of Guangxi Binhai Highway was carried on. The result showed that the consolidation settlement calculated by the improved double-layer consolidation theory presented is basically consistent with the field measurement results, and that the correlation coefficient between them is higher. Accordingly, the research results can provide useful basic information for marine soft foundation engineering.

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5

Lu, Yue, and Gang Mei. "A Deep Learning Approach for Predicting Two-Dimensional Soil Consolidation Using Physics-Informed Neural Networks (PINN)." Mathematics 10, no. 16 (August 16, 2022): 2949. http://dx.doi.org/10.3390/math10162949.

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The unidirectional consolidation theory of soils is widely used in certain conditions and approximate calculations. The multidirectional theory of soil consolidation is more reasonable than the unidirectional theory in practical applications but is much more complicated in terms of index determination and solution. To address the above problem, in this paper, we propose a deep learning method using physics-informed neural networks (PINN) to predict the excess pore water pressure of two-dimensional soil consolidation. In the proposed method, (1) a fully connected neural network is constructed; (2) the computational domain, partial differential equation (PDE), and constraints are defined to generate data for model training; and (3) the PDE of two-dimensional soil consolidation and the model of the neural network are connected to reduce the loss of the model. The effectiveness of the proposed method is verified by comparison with the numerical solution of PDE for two-dimensional consolidation. Moreover, the FEM and the proposed PINN-based method are applied to predict the consolidation of foundation soils in a real case of Sichuan Railway in China, and the results are quite consistent. The proposed deep learning approach can be used to investigate large and complex multidirectional soil consolidation.

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6

Wu, Wenbing, Mengfan Zong, M. Hesham El Naggar, Guoxiong Mei, and Rongzhu Liang. "Analytical solution for one-dimensional consolidation of double-layered soil with exponentially time-growing drainage boundary." International Journal of Distributed Sensor Networks 14, no. 10 (October 2018): 155014771880671. http://dx.doi.org/10.1177/1550147718806716.

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In this article, the exponentially time-growing drainage boundary is introduced to study the one-dimensional consolidation problem of double-layered soil. First, the one-dimensional consolidation equations of soil underlying a time-dependent loading are established. Then, the analytical solution of excess pore water pressure and average consolidation degree is obtained by utilizing the method of separation of variables when the soil layer is separately undergone instantaneous load and single-stage load. The validity of the present solution is proven by the comparison with other existing analytical solution. Finally, the influence of soil properties and loading scheme on the consolidation behavior of soil is investigated in detail. The results indicate that, the present solution can be degraded to Xie’s solution utilizing Terzaghi’s drainage boundary by adjusting the interface parameter, that is to say, Xie’s solution can be regarded as a special case of the present solution. The interface parameter has a significant influence on the excess pore water pressure of soil, and the larger interface parameter means the better drainage capacity of the soil layer.

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7

Song, Xiu Guang, Xiu Yuan Ma, and Jin Zhang Liu. "Study on Finite Dynamic Element Method for Dynamic Consolidation." Key Engineering Materials 261-263 (April 2004): 567–72. http://dx.doi.org/10.4028/www.scientific.net/kem.261-263.567.

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Based on the conception of dynamic shape function, a finite dynamic element method (DEM) is developed for the computation of dynamic consolidation. Formulae of the DEM are also derived. This method overcomes the shortcomings of conventional finite element methods, i.e., the vibration characteristics of the soil to be consolidated cannot be considered. Therefore, it practically reflects the dynamic characteristics of consolidation. The programs for the DEM are also written. Results of practical calculation show that the method is correct and feasible.

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8

Zhang, Xiao, Zhi Ding, Shao-Heng He, Gui-Di Zhang, Miao-Miao Sun, and Tang-Dai Xia. "An Experimental Study on the Microstructure Evolution of Soil under Lateral Consolidation Compression." Applied Sciences 12, no. 16 (August 20, 2022): 8331. http://dx.doi.org/10.3390/app12168331.

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Based on the lateral consolidation compression experiment of remolded soil simulating the effects of pile driving and soil squeezing, in this paper, the microstructures of soil with different degrees of lateral consolidation were investigated by a scanning electron microscope. Combined with Image-Pro Plus software to process data, parameters such as the equivalent diameter, porosity, circularity, directional frequency and fractal dimension of the soil microstructure were analyzed. The results demonstrate that the microstructure of the soil sample before consolidation was debris, aggregated particles and irregular flake aggregates. Following consolidation, the microstructure became a closed flake structure, where an obvious agglomeration phenomenon occurred. During the process of lateral consolidation compression, the large pore structure was more likely to be compressed and damaged, resulting in a decrease in the equivalent pore diameter and plane porosity, the approaching of circularity towards unity and an increase in the compaction and homogenization of soil with obvious directionality. Soil particles moved continuously under the action of consolidation compression to adjust the microstructure, and the fractal dimension gradually increased. Then, as consolidation compression continued, it gradually developed to a new equilibrium state, where the fractal dimension began to decrease and approach stability.

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9

Soares, Delfim. "An uncoupled numerical approach for soil consolidation analysis." Computers and Geotechnics 111 (July 2019): 255–60. http://dx.doi.org/10.1016/j.compgeo.2019.03.023.

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10

Baqersad, Mohamadtaqi, Abbas Eslami Haghighat, Mohammadali Rowshanzamir, and Hamid Mortazavi Bak. "Comparison of Coupled and Uncoupled Consolidation Equations Using Finite Element Method in Plane-Strain Condition." Civil Engineering Journal 2, no. 8 (August 30, 2016): 375–88. http://dx.doi.org/10.28991/cej-2016-00000042.

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In the current paper, the consolidation settlement of a strip footing over a finite layer of saturated soil has been studied using the finite element method. In Biot’s coupled consolidation equations, the soil deformation and excess pore pressure are determined simultaneously in every time step which refers to the hydro-mechanical coupling. By considering a constant total stress throughout the time and by assuming that volume strain is a function of isotropic effective stress, uncoupled consolidation equations can be obtained using coupled consolidation equations. In these uncoupled equations, excess pore pressure and deformation are determined separately. In this approach, the excess pore pressure can be identified in the first stage. Using the calculated excess pore pressure, the soil deformation is determined through effective stress-strain analyses. A computer code was developed based on coupled and uncoupled equations that are capable of performing consolidation analyses. To verify the accuracy of these analyses, the obtained results have been compared with the precise solution of Terzaghi’s one-dimensional consolidation theory. The capability of these two approaches in estimation of pore water pressure and settlement and to show Mandel-Crayer’s effect in soil consolidation is discussed. Then, the necessity of utilizing coupled analyses for evaluating soil consolidation analysis was investigated by comparing the coupled and uncoupled analyses results.

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11

Yung, Francis P. K., and Norbert R. Morgenstern. "Use of adinat to calculate soil consolidation." Computers & Structures 26, no. 1-2 (January 1987): 153–64. http://dx.doi.org/10.1016/0045-7949(87)90245-8.

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12

Polunina, Mariya M. "Click-Wrap Agreements for Computer Programs Distributed in the Internet." Juridical Science and Practice 16, no. 2 (2020): 67–73. http://dx.doi.org/10.25205/2542-0410-2020-16-2-67-73.

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The study identified several issues relating to click-wrap agreements in legislation and case law, namely: difficulty in reading terms of contract for an average user which results in users’ refusal to read them, and including onerous conditions by the rightholder. A range of measures to protect users’ rights from click-wrap agreements: consolidation of special conditions of click-wrap agreement invalidity, application of the rules relating to protection of a weak party of an agreement and consumers’ rights, application of the principle of good faith in case law.

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13

Peng, Bo, Ruiling Feng, Lijian Wu, and Yupeng Shen. "Controlling Conditions of the One-Dimensional Consolidation Test on Peat Soil." Applied Sciences 11, no. 23 (November 24, 2021): 11125. http://dx.doi.org/10.3390/app112311125.

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This paper studies the changes in the loss on ignition (LOI), total nitrogen content (TN), and strain in a one-dimensional consolidation test on peat soil. The effects of small-range fluctuations in the ambient temperature and changes in the sample height on the consolidation process of peat soil are proposed and verify the inhibitory effect of thymol on the decomposition of organic matter. The results show that when the ambient temperature fluctuates in a small range, the consolidation rate is significantly affected. Under a low load, the ambient temperature increases by 1–2 °C, and the consolidation rate can be increased by up to 10 times. This study presents the changes in loss on ignition (LOI) and total nitrogen content (TN) during consolidation, which proves that soaking the samples with a thymol solution can effectively control the decomposition of organic matter in peat soil. The strain of peat soil at a height of 30 mm is greater than or equal to that of other height samples, while that of mucky soil is 20 mm. Therefore, 30mm is the recommended sample height for peat soil for the one-dimensional consolidation test.

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14

Xie, Liquan, Zelong Liang, Guangrui Feng, Yanhong Li, and Tongqing Wu. "Improved Analytical Solution for Air–Boosted Vacuum Consolidation of Saturated Soil Using Eigenfunction Expansion Method." Symmetry 14, no. 9 (August 23, 2022): 1757. http://dx.doi.org/10.3390/sym14091757.

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Soft foundation consolidation engineering applications and experimental studies have proven the effectiveness of the air–boosted vacuum preloading method (AVP). The sand well consolidation theory, a typical axisymmetric consolidation, is adapted to analyze the whole consolidation process of the saturated soil by air–boosted vacuum preloading. The present analytical solution for air–boosted vacuum consolidation of the saturated soil is more suitable for application in a deep soft foundation. With the solving method, the general solution through separation of variables is used, which is mathematically used for the homogeneous partial differential equations. However, the partial differential equations for solving the consolidation of the AVP method are nonhomogeneous. Therefore, the eigenfunction expansion method for nonhomogeneous equations is proposed and validated in this study. Results showed that the improved analytical solution by the eigenfunction expansion method is more consistent with the numerical solution than that of the previous method using the general solution by separation of variables, which leads to a lower error ratio of less than 2%. The improved analytical solution can be used to predict the consolidation of deep foundations by air–boosted vacuum preloading effectively.

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15

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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16

Mao, Ling Tao, Tai Qian Liu, Li Ming Wen, and Ze Xun Yuan. "Study on Soft Soil Consolidation by Simulate Vacuum Preloading with Computer Tomography." Applied Mechanics and Materials 204-208 (October 2012): 508–13. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.508.

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In this paper, triaxial compression experiments on remolded soil were carried on by simulated the stress path of vacuum preloading method. With Industrial Computer Tomography(ICT), the pore micro-structure in soil samples on different load phases were studied. The number of pores was decreasing in trend, and pore area gradually became smaller. Shape factors gradually became larger, and the pore shapes were rounded. Direction angle tends to unity, orientation become better. In addition, the relationships between compression and pore surface area ratio, strength with deformation , pore size with shape factor, permeable nature and pore orientation in vacuum preloading process were established.

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17

Kalashnik, Nadezhda A. "4D modeling of concentrating mill tailings dam protecting dike soil consolidation." Izvestiya vysshikh uchebnykh zavedenii Gornyi zhurnal 7, no. 7 (November 11, 2020): 55–62. http://dx.doi.org/10.21440/0536-1028-2020-7-56-62.

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Introduction. The research aims to study concentrating mill tailings dam protecting dike soil consolidation on the example of a mining enterprise of the Kola Peninsula. Research methodology. The research is based on 4D modeling (taking into account a time factor) using PLAXIS software solution. The computer hydro-geomechanical 3D model of the concentrating mill tailings dam fragment has been developed allowing to investigate both geomechanical and fi ltration processes, and their collateral infl uence on protecting dike and alluvial beach soil consolidation. The following options of tailings dam hydro-geomechanical condition development are considered: a reference state at the current parameters of operation, increase in the level of water-saturated tail deposits and the subsequent consolidation of bulk and alluvial soils within 1, 2, 3, 5, 10, 15, 20, 30, 50 and 80 days. Research results and analysis. The received results have been analyzed on the dynamics of the tailings dam hydro-geomechanical condition therefore revealing its behavior in time. It has been established that the nature of bulk and alluvial soils consolidation is identical, however, differs signifi cantly in terms of quantity. Conclusions. Dependences of bulk and alluvial soils consolidation of the tailings dam hydraulic engineering construction on consolidation time are established providing a scientifi c and technical basis for its mechanical state and stability assessment, and for engineering recommendations about the terms of the following stage of dams building.

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18

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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19

Fisher, P. F., M. D. Pearson, S. R. Clarke, and J. M. Ragg. "Computer programs to assist the automation of soil description." Soil Use and Management 3, no. 1 (March 1987): 26–31. http://dx.doi.org/10.1111/j.1475-2743.1987.tb00705.x.

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20

Puspita, Norma, and Ari Capri. "The Effectiveness of Vacuum Consolidation to Soft Soil Settlement." International Journal on Advanced Science, Engineering and Information Technology 10, no. 4 (August 12, 2020): 1610. http://dx.doi.org/10.18517/ijaseit.10.4.3943.

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21

Shen, Xue, and Rui Qian Wu. "Analysis of One-Dimensional Thermal Consolidation of Saturated Soil with and without Thermo-Mechanical Coupling." Advanced Materials Research 594-597 (November 2012): 335–38. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.335.

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Based on a one-dimensional thermal consolidation formulation with and without thermo-mechanical coupling of saturated porous medium, problems of one-dimensional thermal consolidation of saturated soil were investigated. For the condition with instantaneous constant surface temperature and uniform initial pore-pressure, analytical solutions of excess pore-water pressure and temperature increment were derived respectively by the method of finite Fourier transform and inverse transform. A relevant computer program was developed, and the excess pore-water pressure was compared in detail. The results show that the thermo-mechanical coupling item in the thermal consolidation equation can be ignored.

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22

Mao, Ling Tao, Dan Zhao, Kai Zhou, Ze Xun Yuan, and Ji Li An. "Meso Analysis on Soft Soil Uniaxial Consolidation Experiment with CT." Applied Mechanics and Materials 204-208 (October 2012): 539–44. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.539.

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In this paper, marine sediments soft soil of Beigangchi wharf in Tianjin port was scanned by Computer Tomography(CT) in different load during uniaxial consolidation experiment. The CT images were analyzed to research on the relationship between the microcosmic characteristics of Marine deposits soil and it’s compression in Tianjin areas. The results show that: with the increase of the pressure loading, the average grey value of the CT images increases gradually, which illustrates that soil samples are compacted and the density increases. The variance decreasing of CT image grey value indicates that the soil sample get more evenly. Soft soil of Beigangchi wharf in Tianjin port has high compressibility through the changes of grey compression coefficient. This paper can be referenced for the research of the structure changes of the soil sample consolidation process.

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23

Dea Pratiw, Selly, and Isdaryanto Iskandar. "SOIL SUBSTANCE ANALYSIS USING PVD WITH VACUUM CONSOLIDATION METHOD (VCM)." International Journal of Engineering Applied Sciences and Technology 7, no. 5 (September 1, 2022): 57–66. http://dx.doi.org/10.33564/ijeast.2022.v07i05.010.

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The construction of toll roads on soft clay has the main problems of the relatively low bearing capacity of the subgrade and the relatively large and long duration of subgrade compression. The infrastructure built on the subgrade could be damaged before it reaches its planned age if the subgrade not repaired first. The selection of the soft clay soil handling method considers the cost and time at the time of construction in the field. For this reason, alternative methods needed that are cost and time efficient and have minimal risk to environmental impacts. The vacuum consolidation method (VCM) is an alternative to improve water saturated soft clay. Soil improvement using the vacuum consolidation method is intended to accelerate the settlement and increase the bearing capacity of the soft native soil by vacuum pumping the soil to reduce the moisture content and air content of the soil grains to accelerate long-term settlement and differential settlement. This study aimed to analyze the soil settlement using PVD with the vacuum consolidation method (VCM). The analysis conducted showed that to achieve 90% consolidation without PVD, it would take 13,922 years and using PVD, it would take 18 months, and using PVD and the vacuum consolidation method (VCM), it would take 4,8 months. The use of PVD with the vacuum consolidation method (VCM) can speed up the consolidation process compared to using PVD or only using PVD. The total decrease that occurred was 2,043 m.

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24

Selvadurai, A. P. S. "Irreversibility of soil skeletal deformations: The Pedagogical Limitations of Terzaghi’s celebrated model for soil consolidation." Computers and Geotechnics 135 (July 2021): 104137. http://dx.doi.org/10.1016/j.compgeo.2021.104137.

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25

Nguyen, Ba-Phu, and Yun-Tae Kim. "An analytical solution for consolidation of PVD-installed deposit considering nonlinear distribution of hydraulic conductivity and compressibility." Engineering Computations 36, no. 2 (March 11, 2019): 707–30. http://dx.doi.org/10.1108/ec-04-2018-0196.

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Purpose It is well known that the prefabricated vertical drain (PVD) installation process generates a significant soil disturbance around PVD. This disturbed zone significantly affects the rate of settlement and excess pore pressure dissipation. However, the characteristics of these zones were still uncertain and difficult to quantify; there remains large discrepancy among researchers. This study aims to develop a simple analytical solution for radial consolidation analysis of PVD-installed deposit considering mandrel-induced disturbance. Design/methodology/approach The proposed solution takes into account the nonlinear distributions of both horizontal hydraulic conductivity and compressibility toward the drain. The proposed solution was applied to analyze field behavior of test embankment in New South Wales, Australia. Findings Both effects significantly increased the time required to achieve a certain degree of consolidation. The effect of hydraulic conductivity on the consolidation rate was more significant than the effect of compressibility variation. And, the increased compressibility in the soil-disturbed zone due to mandrel installation significantly increased vertical strain of the PVD-improved soil deposit. The predicted results using the proposed analytical solution were in good agreement with the field measurements. Practical implications A geotechnical engineer could use the proposed analytical solution to predict consolidation behavior of drainage-installed ground. Originality/value Consolidation behavior of PVD-installed ground could be reasonably predicted by using the proposed solution with considering variations of both hydraulic conductivity and compressibility due to PVD installation.

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26

Skopetskii, V. V., and L. V. Volokh. "Mathematical modeling of the filtration consolidation of water-saturated randomly inhomogeneous soil masses." Cybernetics and Systems Analysis 44, no. 1 (January 2008): 68–77. http://dx.doi.org/10.1007/s10559-008-0006-9.

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27

Cheng, Tao, Keqin Yan, Jun-Jie Zheng, Xian-Feng Luo, Ding-Bang Zhang, Wan-Hui Xu, Ren-Jie Hu, and Yi Zhang. "Semi-analytical and semi-numerical method for the single soil layer consolidation problem." Engineering Computations 34, no. 3 (May 2, 2017): 960–87. http://dx.doi.org/10.1108/ec-10-2015-0297.

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Purpose This paper aims to present a simplified solution method for the elasto-plastic consolidation problem under different stress paths. Design/methodology/approach First, a double-yield-surface model is introduced as the constitutive model framework, and a partial derivative coefficient sequence is obtained by using numerical approximation using Gauss nuclear function to construct a discretization constitutive model which can reflect the influence of different stress paths. Then, the model is introduced to Biot’s consolidation theory. Volumetric strain of each step as the right-hand term, the continuity equation is simplified as a Poisson equation and the fundamental solution is derived by the variable separation method. Based on it, a semi-analytical and semi-numerical method is presented and implemented in a finite element program. Findings The method is a simplified solution that is more convenient than traditional coupling stiffness matrix method. Moreover, the consolidation of the semi-infinite foundation model is analyzed. It is shown that the numerical method is sufficiently stable and can reflect the influence of stress path, loading distribution width and some other factors on the deformation of soil skeleton and pore water pressure. Originality/value Original features of this research include semi-numerical semi-analytical consolidation method; pore water pressure and settlements of different stress paths are different; maximum surface uplift at 3.5a; and stress path is the main influence factor for settlement when loading width a > 10 m.

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28

Xie, Kang-He, Xin-Yu Xie, and Wen Jiang. "A study on one-dimensional nonlinear consolidation of double-layered soil." Computers and Geotechnics 29, no. 2 (March 2002): 151–68. http://dx.doi.org/10.1016/s0266-352x(01)00017-9.

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29

Gallipoli, Domenico, Antonio Gens, Guangjing Chen, and Francesca D’Onza. "Modelling unsaturated soil behaviour during normal consolidation and at critical state." Computers and Geotechnics 35, no. 6 (November 2008): 825–34. http://dx.doi.org/10.1016/j.compgeo.2008.08.006.

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30

Shan, Zhendong, Daosheng Ling, and Haojiang Ding. "Analytical solution for the 1D consolidation of unsaturated multi-layered soil." Computers and Geotechnics 57 (April 2014): 17–23. http://dx.doi.org/10.1016/j.compgeo.2013.11.009.

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31

Zhang, Lin, and Liming Hu. "Numerical simulation of electro-osmotic consolidation considering tempo-spatial variation of soil pH and soil parameters." Computers and Geotechnics 147 (July 2022): 104802. http://dx.doi.org/10.1016/j.compgeo.2022.104802.

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32

Mittal, Mamta, Suresh Chandra Satapathy, Vaibhav Pal, Basant Agarwal, Lalit Mohan Goyal, and Pritee Parwekar. "Prediction of coefficient of consolidation in soil using machine learning techniques." Microprocessors and Microsystems 82 (April 2021): 103830. http://dx.doi.org/10.1016/j.micpro.2021.103830.

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33

Xu, Zan, Wengui Cao, Penglu Cui, Huixin Li, and Yunbo Wei. "Analysis of One-Dimensional Consolidation Considering Non-Darcian Flow Described by Non-Newtonian Index Incorporating Impeded Drainage Boundaries." Water 14, no. 11 (May 28, 2022): 1740. http://dx.doi.org/10.3390/w14111740.

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The nonlinear flow law and soil boundaries greatly affect the dissipation process of soil consolidation. Thus, to study the impact of nonlinear flow under impeded drainage boundaries, the classical non-Darcian flow model described by non-Newtonian index was introduced. The numerical solutions are derived in detail by the finite difference method (FDM) for one-dimensional (1-D) consolidation incorporating the impeded boundaries, and the computer program is compiled. Then, comparing two analytical solutions based on Darcy’s law and a numerical case of Forchheimeer’s flow, the validity of the present method was verified. The numerical results indicate that there is a critical depth phenomenon for the non-Darcian flow incorporating impeded drainage boundaries. The excess pore water pressure of the soil below the critical depth dissipates more slowly than that of Darcy’s law, whereas the pore pressure of the soil above the critical depth dissipates more quickly than that of Darcy’s law. Moreover, considering that the non-Darcian flow with the non-Newtonian index will still delay the overall consolidation rate of the soft ground, the greater the nondimensional parameter I0 is, the more obvious the lagging phenomenon of the overall dissipation of pore pressure is.

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34

Davidson, J. I., C. T. Bennett, T. W. Tyson, J. A. Baldwin, J. P. Beasley, M. J. Bader, and A. W. Tyson. "Peanut Irrigation Management Using EXNUT and MOISNUT Computer Programs1." Peanut Science 25, no. 2 (July 1, 1998): 103–10. http://dx.doi.org/10.3146/i0095-3679-25-2-9.

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Abstract Economic benefits from irrigating peanuts in the humid Southeast are often marginal or negative because proper consideration must be given to the complex relationships of plant, soil, pest and weather. Computer programs EXNUT and MOISNUT were developed to consider these complex relationships and to recommend timely irrigation of peanuts. A 3-yr study was conducted to evaluate the feasibility of using these computer programs for scheduling peanut irrigation on sandy and medium textured soils in Georgia. During 1994-1996, irrigation was applied two to nine times as recommended by these two computer programs. Net returns to irrigation were $490/ha higher for irrigated plots with these two programs than for nonirrigated plots. Serious compaction problems negated irrigation benefits in 1994 on the medium textured soil, and poor fertility and high disease pressure on the sandy soil negated irrigation benefits in 1995. Without these problems, the average benefit was $920/ha. During 1996, the irrigation benefits from using EXNUT and MOISNUT programs and the fungicide Folicur averaged $1098/ha and $1011/ha for sandy and medium textured soils, respectively. On the average, market grade of the irrigated peanuts were higher than for the nonirrigated peanuts. No aflatoxin (< 1 ppb) was found in edible grade peanuts where these computer programs were used to manage irrigation. Based upon this study and previous research, the EXNUT and MOISNUT computer programs are very useful for scheduling irrigation on peanuts. Proper use of these computer programs should minimize the negative aspects of irrigation for fields with high disease pressure and fields that produce plants with shallow root systems.

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35

Xu, Bin-Hua, Buddhima Indraratna, Cholachat Rujikiatkamjorn, and Thanh Trung Nguyen. "A large-strain radial consolidation model incorporating soil destructuration and isotache concept." Computers and Geotechnics 147 (July 2022): 104761. http://dx.doi.org/10.1016/j.compgeo.2022.104761.

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36

Xu, Bin-Hua, Buddhima Indraratna, Cholachat Rujikiatkamjorn, and Thanh Trung Nguyen. "A large-strain radial consolidation model incorporating soil destructuration and isotache concept." Computers and Geotechnics 147 (July 2022): 104761. http://dx.doi.org/10.1016/j.compgeo.2022.104761.

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37

Chen, R. P., W. H. Zhou, H. Z. Wang, and Y. M. Chen. "One-dimensional nonlinear consolidation of multi-layered soil by differential quadrature method." Computers and Geotechnics 32, no. 5 (July 2005): 358–69. http://dx.doi.org/10.1016/j.compgeo.2005.05.003.

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38

Wang, Lei, Yongfu Xu, Xiaohe Xia, and De'an Sun. "Semi-analytical solutions to two-dimensional plane strain consolidation for unsaturated soil." Computers and Geotechnics 101 (September 2018): 100–113. http://dx.doi.org/10.1016/j.compgeo.2018.04.015.

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39

Zhou, Yadong, Siyuan Chen, and Shijin Feng. "One-dimensional large strain nonlinear thaw consolidation model for saturated frozen soil." Computers and Geotechnics 155 (March 2023): 105196. http://dx.doi.org/10.1016/j.compgeo.2022.105196.

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40

Chugh, Ashok K., and J. Lawrence Von Thun. "Pore pressure response analysis for earthquakes." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 466–76. http://dx.doi.org/10.1139/t85-066.

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Modifications and extensions made to the computer programs APOLLO and GADFLEA for studying the generation and dissipation of pore water pressure in soil deposits under earthquake loading are presented. The revised versions of these computer programs permit a fuller use of the analytically estimated site-specific earthquake response of soil deposits. These changes do not, however, alter the basic formulation of the problem and the solution strategies implemented in the computer programs APOLLO and GADFLEA. It is argued that the dynamic pore pressure response results obtained through these programs when used iteratively with the total stress ground response analysis should yield results close to the true effective stress ground response analysis for earthquake loading. Key words: pore pressure, earthquakes, soil dynamics, analysis, effective stress, computer programs, liquefaction.

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41

Che Lat, Diana, Ismacahyadi Bagus Mohamed Jais, Nazri Ali, Nor Zurairahetty Mohd Yunus, Nor Hibatul Wafi Nor Zarin, and Atiqah Najwa Zainuddin. "CONSOLIDATION INTEGRATED BUOYANCY EQUATION FOR SOFT GROUND IMPROVED WITH LIGHTWEIGHT POLYURETHANE FOAM." IIUM Engineering Journal 23, no. 1 (January 4, 2022): 1–12. http://dx.doi.org/10.31436/iiumej.v23i1.1781.

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ABSTRACT: Consolidation settlement occurs when a saturated soil is subjected to an increase in overburden pressure that causes a volume change in the soil. When a lightweight material is used as a ground improvement, the stress is reduced as the soft soil is partially removed and replaced by the lightweight material. In addition, the improved ground with lightweight material has a potential to uplift due to the buoyancy of lightweight material. The uplift force reduces the stress imposed on the underlying soil as it acts in the upward direction, thus further reducing the consolidation settlement. This study is executed to produce an alternative equation for consolidation settlement incorporating the buoyancy effect for lightweight polyurethane (PU) foam as a ground improvement method. A Rowe Cell consolidation laboratory test was conducted on untreated marine clay soil as well as on improved marine clay with different thicknesses of lightweight PU foam. Validation of the laboratory test results was done by finite element analysis, PLAXIS 2D. The thickness of PU foam governs the buoyancy and the hydrostatic pressure of water displaced by PU foam, which is incorporated in the alternative equation. The alternative consolidation settlement equation is applicable for ground improved with lightweight polyurethane foam and found to be more economical and practical as the buoyancy is taken into account in the equation. ABSTRAK: Mendapan pengukuhan berlaku apabila tanah tepu mengalami peningkatan tekanan beban yang menyebabkan perubahan isipadu tanah. Apabila bahan ringan digunakan sebagai penambahbaikan tanah, tekanan akan berkurang kerana sebahagian tanah lembut dikeluarkan dan diganti dengan bahan ringan. Selain itu, tanah yang diperbaiki dengan bahan ringan berpotensi untuk terangkat ke atas keranan daya apung bahan ringan. Daya angkat bahan ringan mengurangkan tekanan yang dikenakan ke atas tanah kerana daya bertindak ke arah atas, dan seterusnya megurangkan mendapan pengukuhan. Kajian ini dijalankan untuk menghasilkan persamaan alternatif bagi mendapan pengukuhan dan digabungkan dengan kesan daya apung untuk busa poliuretena ringan (PU) sebagai kaedah penambahbaikan tanah. Ujian makmal mendapan pengukuhan menggunakan peralatan Rowe Cell dilakukan pada tanah liat marin yang asal serta yang diperbaiki dengan ketebalan busa PU ringan yang berbeza. Pengesahan hasil ujian makmal dilakukan dengan analisis elemen terhingga, PLAXIS 2D. Ketebalan busa PU mempengaruhi daya apung dan tekanan hidrostatik bagi kedalaman air yang disesarkan oleh busa PU dan digabungkan dalam persamaan alternatif. Persamaan alternatif mendapan pengukuhan tersebut boleh digunapakai untuk pembaikan tanah menggunakan bahan ringan busa poliuretena dan didapati menjimatkan kos dan praktikal kerana keapungan diambilkira didalam persamaan tersebut.

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42

Alhaji, Mustapha Mohammed, Musa Alhassan, Taiye Waheed Adejumo, and Ramatu Jibrin. "Effect of Density on Consolidation and Creep Parameters of Clay." Indonesian Journal of Science and Technology 5, no. 1 (January 21, 2020): 31–44. http://dx.doi.org/10.17509/ijost.v5i1.16819.

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Effect of density on consolidation and creep parameters of a clay soil was investigated using a soil classified according to Unified Soil Classification System (USCS) as Clay of High plasticity (CH) and composing majorly of secondary minerals, including montmorillonite. The air-dried soil was compacted at five different compaction energy levels (Reduced Standard Proctor compaction energy, Standard Proctor compaction energy, West African compaction energy, Reduced Modified Proctor compaction energy, and Modified Proctor compaction energy). Specimens for consolidation tests were molded at the five different compaction energy levels (densities). The consolidation parameters (initial void ratio, compression index, and preconsolidation pressure) were observed to be empirically related to the compaction energy. The creep parameters (i.e. primary compression index, secondary compression index, and magnitude of creep) were observed to increase with increases in loading to 387kN/m2, after which the values decreased. Curves resulting from these relationships were observed to increase with increases in compaction energy level and tent towards straight line at Modified Proctor compaction energy. Maximum magnitude of creep estimated for three years was observed to reduce from 455.5 mm at Reduced Standard Proctor compaction energy through 268 mm at West African compaction energy to 247.4 mm at Modified Proctor compaction energy levels.

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43

Malinin, A. G., P. A. Malinin, S. A. Chernopazov, I. L. Gladkov, and A. V. Vorob’ev. "Computer programs for geotechnical analyses." Soil Mechanics and Foundation Engineering 45, no. 1 (January 2008): 13–16. http://dx.doi.org/10.1007/s11204-008-0003-z.

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44

Huang, Ming-hua, and Ming-hua Zhao. "Semi-analytical solutions for two-dimensional plane strain consolidation of layered unsaturated soil." Computers and Geotechnics 129 (January 2021): 103886. http://dx.doi.org/10.1016/j.compgeo.2020.103886.

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45

Yuan, Shuai, and Hongzhi Zhong. "Consolidation analysis of non-homogeneous soil by the weak form quadrature element method." Computers and Geotechnics 62 (October 2014): 1–10. http://dx.doi.org/10.1016/j.compgeo.2014.06.012.

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46

Indraratna, Buddhima, Thanh Trung Nguyen, John Carter, and Cholachat Rujikiatkamjorn. "Influence of biodegradable natural fibre drains on the radial consolidation of soft soil." Computers and Geotechnics 78 (September 2016): 171–80. http://dx.doi.org/10.1016/j.compgeo.2016.05.013.

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47

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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48

Nghia-Nguyen, Trong, Sanjay Kumar Shukla, Dang Dinh Chung Nguyen, Le Gia Lam, Phuoc H-Dang, and Phu-Cuong Nguyen. "A new discrete method for solution to consolidation problem of ground with vertical drains subjected to surcharge and vacuum loadings." Engineering Computations 37, no. 4 (November 21, 2019): 1213–36. http://dx.doi.org/10.1108/ec-01-2019-0035.

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Purpose This paper aims to present a new discrete method to predict average excess pore pressure and degree of consolidation for soft ground using prefabricated vertical drains under time-dependent surcharge and/or vacuum loading and multi-soil layers. Design/methodology/approach The drain is discretized into a number of mesh points at which the average excess pore pressure is estimated. The conventional Laplace technique is used to solve the analytical equations. The proposed method is validated with previous findings reported in the literature. Moreover, field measurements are used to verify the accuracy of the proposed method with a case history of ground improvement by prefabricated vertical drains using the vacuum consolidation technique. Findings In comparison to past studies, this new discrete method is simpler to be implemented in a spreadsheet calculation to achieve a rational solution with less computational time for similar consolidation problems. Moreover, the current approach also incorporates a solution for multi-soil layers, which can hardly be derived by analytical solutions. Originality/value According to authors’ knowledge, this is the first-time discrete method by Laplace transform technique is applied for the vertical drain.

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Mearek, Saleem Mahmood, Alaa Kharbat Shadhar, and Haqqi Hadi Abbood. "Relation Between Swelling Pressure and Potential Expansion Soil with Atterberg Limits." Wasit Journal of Engineering Sciences 10, no. 2 (June 6, 2022): 12–19. http://dx.doi.org/10.31185/ejuow.vol10.iss2.333.

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The expansive soils can be founded in various regions and extent areas in the south, middle and north of Iraq. Damage to these soils may appear immediately after construction within five years, or it may take several years until something happen to disturb to moisture structure of the soil. This work aims to find the relation between Atterberg limits, swelling potential, and swelling pressure for five samples. This work is projected to forecast the volume changes in site soil associated with the changes in soil plasticity. The behavior of an expansive soil (bentonite sand mixture) (B-S) subjected to the Atterberg limits test and swelling test were studied. Also, it was found that simple classification tests can provide reasonable estimates of field edges. The potential probability forecasts using the consolidation standard were sometimes low, often as little as possible compared to field observations. Predictions based on the soil suction method provided reasonable higher limits for all test sites.

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Wang, Qian, Yan Wang, Wenguo Ma, and Dongwang Tao. "Dynamic Characteristics of Post-Cyclic Saturated Loess." Applied Sciences 13, no. 1 (December 27, 2022): 306. http://dx.doi.org/10.3390/app13010306.

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Damage to soil structure caused by strong earthquakes is one of the main reasons for post-earthquake geohazard development. To investigate the nonlinear dynamic behaviors of the post-earthquake loess, a pre-shock reconsolidation test was designed to simulate the process of the loess undergoing earthquake and post-earthquake reconsolidation in a natural state. Furthermore, dynamic triaxial tests of the specimens before and after pre-shock action and consolidation stabilization with different over-consolidation ratios (OCR) were conducted to investigate the variety of the dynamic modulus and damping ratio of the saturated loess. The influence of pre-shock and reconsolidation on the dynamic behaviors was determined. Moreover, the mechanism of the changes after pre-shock and consolidation was discussed by combining the microstructure test results of soil samples before and after pre-shock and reconsolidation. The results suggest that the kinetic stiffness of the pre-shock saturated loess decreases significantly under the same consolidation conditions. The growth of the damping ratio-dynamic strain curve increases, and the deformation potential of the loess has a remarkable growth. With an increase in OCR, the dynamic elastic modulus after pre-shock increases continuously; however, the damping ratio decreases significantly. The dynamic stiffness increases and the deformation potential weakens significantly. The strong earthquake leads to the weakening of interparticle cementation, pore penetration, and structural reorganization in the local area, causes connecting of the macropores, and produces microfractures in the soil, which makes a significant decrease in the dynamic shear modulus ratio and an increase in the damping ratio of the loess, leading to the enhancement of soil dynamic nonlinearity and the attenuation of the dynamic strength. Moreover, the compaction effect of reconsolidation on the soil increases the interparticle friction and heals some microfractures, which leads to an increase in soil stiffness. This makes the maximum dynamic shear modulus and the maximum dynamic shear stress amplitude of the post-cyclic saturated loess perform at the same level compared with the natural loess without shock when the OCR equals three. However, the dynamic shear modulus and the damping ratio of the post-cyclic saturated loess are close to the natural loess when the OCR equals two.

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