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Journal articles on the topic 'Hardening Soil Model'

Author: Grafiati
Published: 4 June 2021
Last updated: 20 February 2023

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1

Bower, Thomas A., Anthony D. Jefferson, and Peter J. Cleall. "A reformulated hardening soil model." Proceedings of the Institution of Civil Engineers - Engineering and Computational Mechanics 173, no. 1 (March 2020): 11–29. http://dx.doi.org/10.1680/jencm.18.00054.

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2

Bowers, Jeremy T., Mark C. Webb, and Jesse L. Beaver. "Soil Parameters for Design with the 3D PLAXIS Hardening Soil Model." Transportation Research Record: Journal of the Transportation Research Board 2673, no. 10 (June 2, 2019): 708–13. http://dx.doi.org/10.1177/0361198119851723.

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The design and analysis of buried structures presents difficulties that cannot often be solved by closed-form solutions. Finite element methods (FEM) have increasingly become the tool of choice for advanced soil-structure interaction analysis, with three-dimensional FEM being required for irregular non-plane-strain cases. To accurately capture the stress and deformation of soils, complex material constitutive models are required. Several input parameters to these models must be determined from expensive soil testing, which is impractical for most applications. For two-dimensional FEM, good approximations of these parameters for a wide range of placed backfill soils have been developed and used in practice for many years in the computer program CANDE. It is the purpose of this paper to take these parameters, developed by Selig for use in CANDE, and convert them to equivalent parameters for the three-dimensional PLAXIS computer program’s Hardening Soil model.
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3

Hamonangan, Efran Kemala, and Muhammad Yoke Syahputra. "PERBANDINGAN HASIL ANALISIS FINITE ELEMENT UNTUK STABILITAS DAN PENURUNAN TIMBUNAN DENGAN BEBERAPA SOIL MODEL DI LOKASI RENCANA PEMBANGUNAN JALAN TOL SUBANG." Jurnal HPJI 9, no. 1 (January 30, 2023): 1–8. http://dx.doi.org/10.26593/jhpji.v9i1.6434.1-8.

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Abstract The challenge in designing the Subang Toll Road lies in the original soil conditions, with soil consistency between very soft and soft. This soft soil has low bearing capacity, high compressibility, and low permeability. Soil improvement using soil replacement has been common for soft soil conditions that are not thick, and this soil improvement can increase the bearing capacity of the soil and reduce the thickness of compressible soil. This study aims to perform embankment modeling using PLAXIS 2D software version 22, by comparing 3 soil models, namely the Mohr Coulomb, Hardening Soil, and Soft Soil models. Based on the modeling results, the Advanced Soil Model has a better approach compared to the Mohr Coulomb Model, which is a simple model. The results show that the Hardening Soil Model produces a settlement value that is closest to the results of 1-dimensional Terzaghi calculations. In addition, the Hardening Soil Model is the most conservative soil model, because it provides the highest settlement value, highest excess pore water pressure, and the lowest safety factor. Keywords: toll road; soil consistency; soft soil; soil replacement; soil model Abstrak Tantangan dalam perancangan Jalan Tol Subang adalah pada kondisi tanah asli, dengan konsistensi tanah antara sangat lunak hingga lunak. Tanah lunak ini memiliki daya dukung yang rendah, kompresibilitas yang tinggi, dan permeabilitas yang rendah. Perbaikan tanah menggunakan soil replacement telah biasa dilakukan, untuk kondisi tanah lunak yang tidak tebal, dan perbaikan tanah ini dapat meningkatkan daya dukung tanah serta mengurangi tebal tanah kompresibel. Studi ini bertujuan untuk melakukan pemodelan timbunan dengan menggunakan perangkat lunak PLAXIS 2D versi 22, dengan membandingkan 3 soil model, yaitu model-model Mohr Coulomb, Hardening Soil, dan Soft Soil. Berdasarkan hasil pemodelan yang dilakukan, Advanced Soil Model merupakan pendekatan yang lebih baik dibandingkan dengan Mohr Coulomb Model, yang merupakan model sederhana. Hasil yang diperoleh menunjukkan bahwa Hardening Soil Model menghasilkan nilai penurunan yang paling mendekati hasil perhitungan 1 dimensi Terzaghi. Selain itu, Hardening Soil Model merupakan soil model yang paling konservatif, karena memberikan nilai penurunan yang terjadi dan angka air pori ekses yang paling tinggi serta nilai faktor keamanan yang paling rendah. Kata-kata kunci: jalan tol; konsistensi tanah; tanah lunak; soil replacement; soil model
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4

Wu, Jonathan T. H., and Sheldon Chih-Yu Tung. "Determination of Model Parameters for the Hardening Soil Model." Transportation Infrastructure Geotechnology 7, no. 1 (August 8, 2019): 55–68. http://dx.doi.org/10.1007/s40515-019-00085-8.

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5

Rivanga, Nadya Utami, and Indra Noer Hamdhan. "Analisis Vacuum Consolidation pada Perbaikan Tanah Lempung Lunak dengan Model Axisymmetric (Hal. 68-79)." RekaRacana: Jurnal Teknil Sipil 4, no. 1 (February 27, 2018): 68. http://dx.doi.org/10.26760/rekaracana.v4i1.68.

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ABSTRAKTanah lempung lunak merupakan jenis tanah yang memiliki kuat geser yang kecil, koefisien permeabilitas yang kecil, kompresibilitas yang besar, dan mempunyai daya dukung rendah. Kondisi tersebut menyebabkan tanah lempung lunak menjadi tantangan pada kontruksi yang akan di bangun diatasnya, sehingga diperlukan perbaikan tanah. Salah satu perbaikan tanah untuk tanah lempung lunak yang banyak dijumpai yaitu vertical drain dan preloading. Pada tugas akhir ini metode tersebut akan dikombinasikan dengan vacuum consolidation. Tegangan vakum yang digunakan pada kasus ini sebesar 50 dan 80 kPa. Analisis yang dilakukan dengan menggunakan program PLAXIS 2D dengan model Axisymmetric. Analisis dilakukan dengan memvariasikan tiga dari sekian banyak soil model yaitu Mohr Coulomb, Hardening Soil, dan Soft Soil. Berdasarkan hasil dari penelitian nilai penurunan, tegangan pori, dan waktu konsolidasi yang dihasilkan berbeda tetapi hasil penurunan soil model dengan Hardening Soil dan Soft Soil tidak terlalu berdeda secara signifikan.Kata Kunci: tanah lempung lunak, vacuum consolidation, Mohr Coulomb, Hardening Soil, Soft Soil, axisymmetric, PLAXIS 2D ABSTRACTSoft clay is a type of soil that has low shear strength, high compressibility, low coeffiecient of permeability and low bearing capacity. The condition caused soft clay soil to be a challenge on the construction that will be built on it, so that it needed soil improvement. The soil improvement for soft clay that often found is vertical drain and preloading. In this final project that method will be combined with vacuum consolidation. The vacuum pressure used in this case amount from 50 and 80 kPa. The analysis was performed using PLAXIS 2D program with Axisymmetric model. The analysis was done by varying the three of soil models Mohr Coulomb, Hardening Soil, and Soft Soil. Based on the settlement of the research, settlement value, pore pressure, and time of consolidation are different but the result of soil models of Hardening Soil and Soft Soil is not significantly differentiated.Keywords: soft clay, vacuum consolidation, Mohr Coulomb, Hardening Soil, Soft Soil, axisymmetric, PLAXIS 2D
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6

Sokolova, Olga, and Darya Trubina. "The Calibration of Parameters in Hardening Soil Model Based Odometer Tests." Applied Mechanics and Materials 633-634 (September 2014): 1058–64. http://dx.doi.org/10.4028/www.scientific.net/amm.633-634.1058.

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Finite element method is often used to solving composite geotechnical problems. Application of these programs demands special attention for models for the setting parameters and simulation of soil behaviour. The problem of model selection to describe the behaviour of soils for calculation of settlement is considered in test task applied to complex geotechnical conditions of Saint-Petersburg. Comparison of obtained settlement values is carried out in Linear Elastic model, Mohr-Coulomb mode and, Hardening Soil model. The results of calibration of parameters for geotechnical model from the use of the qualities of odometer testing are shown.
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7

Saleh Asheghabadi, Mohsen, and Xiaohui Cheng. "Analysis of Undrained Seismic Behavior of Shallow Tunnels in Soft Clay Using Nonlinear Kinematic Hardening Model." Applied Sciences 10, no. 8 (April 19, 2020): 2834. http://dx.doi.org/10.3390/app10082834.

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In this study, a soil–tunnel model for clay under earthquake loading is analyzed, using finite element methods and a kinematic hardening model with the Von Mises failure criterion. The results are compared with those from the linear elastic–perfectly plastic Mohr–Coulomb model. The latter model does not consider the stiffness degradation caused by imposing cyclic loading and unloading to the soil, whereas the kinematic hardening model can simulate this stiffness degradation. The parameters of the kinematic hardening model are calibrated based on the results of experimental cyclic tests and finite element simulation. Here, two methods—one using data from cyclic shear tests, and the other a new method using undrained cyclic triaxial tests—are used to calibrate the parameters. The parameters investigated are the peak ground acceleration (PGA), tunnel lining thickness, tunnel shape, and tunnel embedment depth, all of which have an effect on the resistance of the shallow tunnel to the stresses and deformations caused by the surrounding clay soils. The results show that unlike traditional models, the nonlinear kinematic hardening model can predict the response reasonably well, and it is able to create the hysteresis loops and consider the soil stiffness degradation under the seismic loads.
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8

Alekseev, A. V., and G. А. Iovlev. "Adjustment of hardening soil model to engineering geological conditions of Saint-Petersburg." Mining Informational and analytical bulletin 4 (2019): 75–87. http://dx.doi.org/10.25018/0236-1493-2019-04-0-75-87.

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9

Antipov, V. V., V. G. Ofrikhter, and N. N. Likhacheva. "Express plotting of model deformation curve based on wave analysis data." Вестник гражданских инженеров 17, no. 3 (2020): 101–7. http://dx.doi.org/10.23968/1999-5571-2020-17-3-101-107.

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The paper presents the study results of the currently used nondestructive technique of multichannel analysis of surface waves which is adapted for express assessment of physical and mechanical parameters of dispersive soils during preliminary geotechnical investigation of the construction site. The authors propose a methodology for express plotting of model deformation curve of dispersive soil based on the wave analysis data, which will allow a rapid and non-expensive estimation of allowable load intervals and deformations under these loads with preliminary geotechnical assessment of foundation bases. The plotted deformation curve will be useful for obtaining initial data for numerical modeling of interaction of foundation base with the structure designed for the model of hardening soil and the model of hardening soil at small strains.
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10

Toyeb, Muhammad. "ANALISIS BALIK KUAT GESER TANAH TERSTABILISASI SEMEN DENGAN METODE NUMERIK." Racic : Rab Construction Research 5, no. 1 (June 29, 2020): 48–57. http://dx.doi.org/10.36341/racic.v5i1.1315.

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Shear strenght is a parameter to soils strenght analysis. Shear strenght can be obtained from laboratorium test that interpreted as stress and strain. Soil tests had done on soil stabilization of cement with mixing 5%; 10%; 15% of content. Soil tests were used by triaxial test of unconsolidated undrained (triaxial UU) with cell pressure at 50; 100; 200 kN/m2 and unconfined compression test. The test specimens were disturbed soil samples which compacted and remolded, and then carry out curing for 0; 3; 7; 14; 28 days. The laboratory test results were back analysis in Plaxis 2D by using Mohr-Coulumb and Hardening Soil model later. The Mohr-Coulumb and Hardening Soil model had deviator stress results was almost equal to the test results of triaxial UU and unconfined compression test. Especially of strain by Mohr-Coulumb model, shew the lower strain than be showed by triaxial UU test and unconfined compression test. The Hardening Soil model, provides fluctuating strain results of triaxial UU test because it is affected by the application of cell pressure (σ3) and it provides greater strain results from unconfined compression test. Keywords: Triaxial UU, Unconfined Compresssion, Stress and Strain, Plaxis 2D
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11

He, Li, Yi Tang Zhou, Xi Zhong, and Jie Zhou. "Studies of the Optimal Hardening Parameters in Sandy Soil Shear Hardening Constitutive Model." Applied Mechanics and Materials 444-445 (October 2013): 1527–31. http://dx.doi.org/10.4028/www.scientific.net/amm.444-445.1527.

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Through a series of drainage analysis of plane strain compression tests on the Toyoura sand under different stress path, we found that the plastic shear strain and stress path of great relevance. But due to that a yield locus represents a specific yield level and usually do not related with stress paths, the hardening parameter of the parametric should also has nothing to do with the stress path. This article based on the analysis of the laboratory test results, put forward a stress path-independent plastic shear strain energy modified function as shear yield hardening parameters. Then based on the above type of energy state function proposed to build a sandy soil elasto-plastic constitutive model, and compared with corresponding numerical calculation results to make an effective verification.
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12

Evgin, E., and Z. Eisenstein. "Performance of an elastoplastic model." Canadian Geotechnical Journal 22, no. 2 (May 1, 1985): 177–85. http://dx.doi.org/10.1139/t85-025.

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Lade's elastoplastic work-hardening model for cohesionless soils has been used in a deformation analysis. Two passive earth pressure tests were utilized to compare analytical and experimental results. The load-deformation response and distribution of normal stresses acting on a fully instrumented wall were predicted, but a new interpretation of the work-hardening rule was necessary in order to use the model in the solution of boundary value problems. Measured and calculated values were generally in agreement. The results indicate that the model has the potential to produce reliable predictions of the behaviour of soil structures under a wide range of loading conditions. Key words: stress–strain model, elasticity, plasticity, finite element analysis, retaining wall.
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13

Hirai, Hiroyoshi, and Takeshi Kamei. "A combined hardening model of anisotropically consolidated cohesive soils." Canadian Geotechnical Journal 28, no. 1 (February 1, 1991): 1–10. http://dx.doi.org/10.1139/t91-001.

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A model introduced in the present paper is capable of describing the mechanical behaviour of anisotropically consolidated cohesive soils reasonably well. The salient features of the proposed model are summarized as follows: (i) generalized forms of the Cambridge models are given to both yield function and plastic potential; (ii) a combination of isotropic and kinematic hardening is used; (iii) a nonassociated-flow rule is proposed; (iv) the isotropic hardening involves plastic work not only related to volumetric change but also to deviatoric deformation; (v) the translation of the yield surface is specified by extending Ziegler's rule of kinematic hardening; (vi) the constitutive model has versatility and flexibility to describe expansion, translation, and rotation of a yield surface in stress space. Several undrained triaxial tests of anisotropically consolidated cohesive soils are simulated, and good agreement is observed between simulation and experimental data. Key words: anisotropy, dilatancy, cohesive soil, consolidated undrained shear, constitutive equation, stress-strain curve, pore pressure - strain curve, effective-stress path.
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14

Ma, Tiantian, Changfu Wei, Pan Chen, Huihui Tian, and De'an Sun. "A Unified Elastoplastic Model of Unsaturated Soils Considering Capillary Hysteresis." Journal of Applied Mathematics 2013 (2013): 1–15. http://dx.doi.org/10.1155/2013/537185.

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Unlike its saturated counterparts, the mechanical behavior of an unsaturated soil depends not only upon its stress history but also upon its hydraulic history. In this paper, a soil-water characteristic relationship which is capable of describing the effect of capillary hysteresis is introduced to characterize the influence of hydraulic history on the skeletal deformation. The capillary hysteresis is viewed as a phenomenon associated with the internal structural rearrangements in unsaturated soils, which can be characterized by using a set of internal state variables. It is shown that both capillary hysteresis and plastic deformation can be consistently addressed in a unified theoretical framework. Within this context, a constitutive model of unsaturated soils is developed by generalizing the modified Cam-Clay model. A hardening function is introduced, in which both the matric suction and the degree of saturation are explicitly included as hardening variables, so that the effect of hydraulic history on the mechanical response can be properly addressed. The proposed model is capable of capturing the main features of the unsaturated soil behavior. The new model has a hierarchical structure, and, depending upon application, it can describe the stress-strain relation and the soil-water characteristics in a coupled or uncoupled manner.
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15

Ma, Wen Xu, and Ying Guang Fang. "Gradient of Soil Constitutive Model." Advanced Materials Research 168-170 (December 2010): 1126–29. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1126.

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For the soil is a very complex natural material, significant strain gradient effect exist in soil analysis. Based on the "gradient" phenomenon, we add the plastic strain gradient hardening item into the traditional Cambridge yield surface. By using the consistency conditions and associated flow rule, we get the explicit expression of plastic strain gradient stiffness matrix. And the finite element method of plastic strain gradient is also shown in this article. Plastic strain gradient is actually a phenomenological non-local model containing microstructure information of the material. It may overcome the difficulties in simulating the gradient phenomenon by traditional mechanical model.
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Lade, Poul V., and Moon K. Kim. "Single hardening constitutive model for soil, rock and concrete." International Journal of Solids and Structures 32, no. 14 (July 1995): 1963–78. http://dx.doi.org/10.1016/0020-7683(94)00247-t.

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17

Hong Lam, Dang, Dang Thi Quynh Chi, and Nguyen Ba Dong. "A practical approach for modeling twin-tunnel excavation in Ho chi minh city." Transport and Communications Science Journal 73, no. 7 (September 15, 2022): 724–34. http://dx.doi.org/10.47869/tcsj.73.7.6.

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The prediction of ground settlement under tunnel excavation is still challenge. Almost engineer uses Mohr-Coulomb model in practice due to the conventional geotechnical investigation data. This paper describes the study of tunnel lining behaviors and ground surface settlement under tunneling process with a typical case study of twin tunnels excavation in Ho Chi Minh city, Vietnam. The advanced material model namely Hardening Soil model is used to investigate the proposing twin-tunnel with numerical approach. The internal forces of tunnel lining and ground settlement, which achieved from Hardening Soil model and the available results from Mohr-Coulomb model, are then made comparison between two models which yields some important differences for analysis. Since the experimental works for qualifying stiffness parameters in Hardening Soil model are missed in the Metro Line 1 project in Ho Chi Minh city, an empirical formula is proposed in the paper as a guide for estimating the required data in modelling process
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18

Rachdi, Sara, Emad Jahangir, Michel Tijani, and Jean-François Serratrice. "Critical state constitutive models and shear loading of overconsolidated clays with deviatoric hardening." Studia Geotechnica et Mechanica 41, no. 4 (December 30, 2019): 247–62. http://dx.doi.org/10.2478/sgem-2019-0024.

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AbstractThis paper presents an enhanced constitutive model integrating deviatoric hardening with a modified yield surface for overconsolidated clayey soils in a general framework of Cam-clay type models. Its performance was assessed with the simulation of drained and undrained triaxial tests on three clays at different consolidation states in comparison to two critical state models. The proposed model satisfactorily estimates the shear resistance, while capturing the smooth nonlinearity of the soil response.Shear triaxial tests at constant mean pressure were performed on an overconsolidated marl to study the shear response. Their simulation attests the importance of deviatoric hardening integration.
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19

Kowalska, Magdalena. "Parameters of Sand-Tyre Chips Mixture for Hardening Soil Small Constitutive Model." IOP Conference Series: Materials Science and Engineering 1203, no. 2 (November 1, 2021): 022067. http://dx.doi.org/10.1088/1757-899x/1203/2/022067.

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Abstract Hardening Soil model with the small strain extension (HSS) is lately one of the most popular constitutive models to describe soil behaviour. It is versatile – includes the phenomena of shear strength, stress history, dilatancy, volumetric and shear hardening, hyperbolic stress-strain relationship in axial compression, stiffness dependency on stress and its degradation with strain, as well as the regain of the high stiffness after sharp loading reversals. Even though the model is advanced and complex, accordingly to its authors, it is relatively easy to calibrate based on results of standard tests and empirical formulas. In this paper an attempt was undertaken to estimate the parameters of untypical anthropogenic soils – mixtures of sand and scrap tyre rubber in order to build a database for future numerical analyses. A literature review was conducted and, eventually, the material parameters were determined based on results of a series of laboratory tests (cyclic and monotonic triaxial with bender elements, direct shear) published by researchers of Wollongong University of Australia.
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20

Zhang, Xiong, and Robert L. Lytton. "Modified state-surface approach to the study of unsaturated soil behavior. Part I: Basic concept." Canadian Geotechnical Journal 46, no. 5 (May 2009): 536–52. http://dx.doi.org/10.1139/t08-136.

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The traditional state-surface approach to the study of unsaturated soil behavior is becoming much less popular these days, as it uses unique constitutive surfaces to represent unsaturated soil behavior. This approach is essentially a nonlinear elastic formation and cannot be used to explain complex stress-path dependency for unsaturated soils. In this paper, a modified state-surface approach (MSSA) is proposed to represent unsaturated soil behavior under isotropic stress conditions in which a conventional void-ratio state surface is considered to be made up of an elastic surface and a plastic hardening surface. The plastic hardening surface remains stationary at all times, whereas the elastic surface remains unchanged when the soil experiences elastic deformation and moves downward when there is plastic hardening occurrence. Using the MSSA, the loading–collapse (LC) and the suction increase (SI) yield curves in the Barcelona basic model (BBM) are derived. The prediction of three typical cases of soils under isotropic conditions and experimental results using the proposed approach confirmed its feasibility, simplicity, and potential for the study of unsaturated soil behavior.
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21

Zhang, Yan Mei, and Dong Hua Ruan. "A Practical Saturated Sand Elastic-Plastic Dynamic Constitutive Model and Application." Advanced Materials Research 446-449 (January 2012): 1621–26. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1621.

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A practical saturated sand elastic-plastic dynamic constitutive model was developed on the base of Handin-Drnevich class nonlinear lag model and multidimensional model. In this model, during the calculation of loading before soil reaches yielding, unloading and inverse loading, corrected Handin-Drnevich equivalent nonlinear model was adopted; after soil yielding, based on the idea of multidimensional model, the composite hardening law which combines isotropy hardening and follow-up hardening, corrected Mohr-Coulomb yielding criterion and correlation flow principle were adopted. A fully coupled three dimension effective stress dynamic analysis procedure was developed on the base of this model. The seismic response of liquefaction foundation reinforced by stone columns was analyzed by the developed procedure. The research shows that with the diameter of stone columns increasing, the excess pore water pressure in soil between piles decreases; with the spacing of columns increasing, the excess pore water pressure increases. The influence of both is major in middle and lower level of composite foundation.
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Jovičić, Vojkan, Nina Jurečič, and Gregor Vilhar. "Modelling the Structure and Anisotropy of London Clay Using the SA_BRICK Model." Applied Sciences 13, no. 2 (January 9, 2023): 880. http://dx.doi.org/10.3390/app13020880.

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Several constitutive models had been developed by other researchers to cover the main features of mechanical behaviour of natural overconsolidated clays, such as the nonlinear stress–strain response at small and large strains, and the recent stress history effect. Kinematic hardening models include these features to facilitate realistic predictions of soil–structure interaction. This paper presents the further development of a kinematic hardening model BRICK that includes anisotropy and the influence of soil structure on the mechanical behaviour of a natural clay. High quality laboratory tests were used to calibrate the input parameters of the model in a single element configuration, and a documented boundary value problem of tunnel excavation was used to validate the model in finite element calculations. A comprehensive comparative study between the predictions of different kinematic hardening models, using two different software packages, was carried out. It was observed that the SA_BRICK model is in fair agreement with the observed data and gives improved predictions in comparison to other kinematic hardening models, particularly in terms of narrowness of the settlement trough above the tunnel. Advanced predictions of ground deformations caused by tunnel excavations can be effectively used to mitigate possible damage of existing structures affected by tunnelling in an urban environment.
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23

Kondratieva, L. N., R. V. Burtsev, and I. V. Gorshkov. "On the application of Soft Soil model and Hardening Soil Small-Strain model in the context of filtration consolidation problem at various stages of the construction and operation of buildings in soft soil conditions." Вестник гражданских инженеров 19, no. 3 (2022): 62–71. http://dx.doi.org/10.23968/1999-5571-2022-19-3-62-71.

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The article considers the problem of stage-by-stage construction of a framed structure building on a slab foundation in conditions of soft soils. The calculation was carried out within the frame of the filtration consolidation problem in the numerical formulation. A comparative analysis is submitted (within the frame of Soft Soil model and Hardening Soil Small-Strain model) for the resulting deformations of the base and the slab, the forces in the nodal structural elements, and the distribution of pore pressure in the base at various stages of the building`s construction and operation.
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24

Huang, Kang, Wenbo Zhu, Xin Liu, Zhongyuan Yao, Yu Zhang, Shu Yan, Xiaojiang Guo, and Guoliang Dai. "Study on Cyclic Bearing Capacity of Suction Pile Based on Equivalent Cyclic Creep Model." Sustainability 14, no. 22 (November 15, 2022): 15152. http://dx.doi.org/10.3390/su142215152.

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In the process of cyclic loading, strain development not only presents the strain softening phenomenon, but also a strain hardening phenomenon, depending on the different values of static deflection stress. The strain hardening and strain softening characteristics of soft clay are studied by cyclic triaxial tests. The test results show that when the static deflection stress is zero, the value of cyclic cumulative strain is small, and the strain development presents the softening phenomenon. When the static deflection stress is greater than zero, the accumulation strain increases with increasing cyclic deflection stress, and the strain development present strain hardening phenomenon. Therefore, a strain softening index and strain hardening index were proposed to describe the cyclic characteristics of soil. Moreover, an equivalent cyclic creep model was established by considering the strain hardening index to describe cyclic characteristics of suction pile. The results obtained using the proposed method are in reasonably good agreement with the measured results. This can provide a new method for analyzing the cyclic characteristics of soil and the suction pile.
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25

Hamdhan, Indra Noer, and Yasmin Jihan Fahira Sahib. "PENGARUH TINGGI RIB TERHADAP DEFORMASI PADA KOMBINASI FONDASI SARANG LABA-LABA DAN TIANG BOR DENGAN PENDEKATAN ELEMEN HINGGA TIGA DIMENSI." Jurnal Teknik Sipil 16, no. 2 (August 3, 2021): 73–82. http://dx.doi.org/10.24002/jts.v16i2.4773.

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Spiders Nest Construction (SNC) is the foundation in the form of flat concrete plates which are reinforced with upright ribs and soil repair between ribs. The KSLL and bored pile are combined to obtain a foundation with high structural rigidity. This study reviews the magnitude of deformation that occurs in the foundation model with a variation of rib height KSLL 1 m, 1.5 m, and 2 m which are varied with 10 bored pile with diameter of 0.6 m in zig-zag configuration with the soil model Mohr-Coulomb and Hardening Soil. In the Mohr-Coulomb soil model the stress state limits are explained using friction angles (φ), cohesion (c) and dilatation angles (ψ). In the Hardening Soil model the soil stiffness is explained much more accurately by using three different stiffnesses namely E50 triaxial stiffness, Eur unloading / reloading stiffness and Eoed oedometer stiffness. In contrast to the Mohr-Coulomb model, the Hardening Soil model takes into account modulei dependence on rigidity. This means that all rigidity increases with pressure. Modeling on PLAXIS 3D shows that the most effective deformation occurs on a foundation with a rib thickness of 0.15 with 10 bored pile and a rib height of 1.5 m. The modeling results show the deformation value that occurs in the Hardening Soil soil model with a rib height of 1 m is 17.91 cm, reduced by 31.491% to 12.27 cm when the thickness of the rib is added to 1.5 m. Whereas in the Mohr-Coulomb soil model, the deformation that occurred on the foundation with a rib height of 1 m was 25.43 cm and reduced 48.997% to 12.97 cm when the rib height was added to 1.5 m.
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CHEN, Peng-fei, and Xiao-nan GONG. "Influence of parameters in soil hardening model on deformation of excavation." E3S Web of Conferences 198 (2020): 02015. http://dx.doi.org/10.1051/e3sconf/202019802015.

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Based on the data of the soil and enclosure structure of a certain excavation, a PLAXIS model was established. The actual monitoring results are compared with the PLAXIS calculation results to verify the reliability of the model. On this basis, the six main parameters in the soil hardening model were changed by a single variable method to obtain the influence of each parameter on the deformation of the excavation. As the soil weight or Poisson’s ratio increases, the lateral displacement of the retaining wall increases. With the increase of the secant modulus or cohesive force or internal friction angle of the soil, the lateral displacement of the retaining wall decreases. The power index m has basically no effect on the lateral displacement of the retaining wall. With the increase of m, the settlement of the soil gradually increases uniformly.
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27

Teo, P. L., and K. S. Wong. "Application of the Hardening Soil model in deep excavation analysis." IES Journal Part A: Civil & Structural Engineering 5, no. 3 (August 2012): 152–65. http://dx.doi.org/10.1080/19373260.2012.696445.

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28

Nagula, Sparsha Sinduri, R. G. Robinson, and J. Murali Krishnan. "Mechanical Characterization of Pavement Granular Materials Using Hardening Soil Model." International Journal of Geomechanics 18, no. 12 (December 2018): 04018157. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0001291.

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29

Yang, Yunming, and Hai-Sui Yu. "A kinematic hardening soil model considering the principal stress rotation." International Journal for Numerical and Analytical Methods in Geomechanics 37, no. 13 (August 28, 2012): 2106–34. http://dx.doi.org/10.1002/nag.2138.

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30

Rouainia, M., and D. Muir Wood. "Implicit numerical integration for a kinematic hardening soil plasticity model." International Journal for Numerical and Analytical Methods in Geomechanics 25, no. 13 (2001): 1305–25. http://dx.doi.org/10.1002/nag.179.

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31

Deghoul, Lylia, Smail Gabi, and Adam Hamrouni. "The influence of the soil constitutive models on the seismic analysis of pile-supported wharf structures with batter piles in cut-slope rock dike." Studia Geotechnica et Mechanica 42, no. 3 (July 5, 2020): 191–209. http://dx.doi.org/10.2478/sgem-2019-0050.

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AbstractIn coastal regions, earthquakes caused severe damage to marine structures. Many researchers have conducted numerical investigations in order to understand the dynamic behavior of these structures. The most frequently used model in numerical calculations of soil is the linear-elastic perfectly plastic model with a Mohr-Coulomb failure criterion (MC model). It is recommended to use this model to represent a first-order approximation of soil behavior. Therefore, it is necessary to accommodate soil constitutive models for the specific geotechnical problems.In this paper, three soil constitutive models with different accuracy were applied by using the two-dimensional finite element software PLAXIS to study the behavior of pile-supported wharf embedded in rock dike, under the 1989 Loma Prieta earthquake. These models are: a linear-elastic perfectly plastic model (MC model), an elastoplastic model with isotropic hardening (HS model), and the Hardening Soil model with an extension to the small-strain stiffness (HSS model).A typical pile-supported wharf structure with batter piles from the western United States ports was selected to perform the study. The wharf included cut-slope (sliver) rock dike configuration, which is constituted by a thin layer of rockfill overlaid by a slope of loose sand. The foundation soil and the backfill soil behind the wharf were all dense sand. The soil parameters used in the study were calibrated in numerical soil element tests (Oedometer and Triaxial tests).The wharf displacement and pore pressure results obtained using models with different accuracy were compared to the numerical results of Heidary-Torkamani et al.[28] It was found that the Hardening Soil model with small-strain stiffness (HSS model) gives clearly better results than the MC and HS models.Afterwards, the pile displacements in sloping rockfill were analyzed. The displacement time histories of the rock dike at the top and at the toe were also exposed. It can be noted that during the earthquake there was a significant lateral ground displacement at the upper part of the embankment due to the liquefaction of loose sand. This movement caused displacement at the dike top greater than its displacement at the toe. Consequently, the behavior of the wharf was affected and the pile displacements were important, specially the piles closest to the dike top.
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Moussa, Amrane, Messast Salah, and Laouar Mohamed Salah. "On the Practical Use of Advanced Constitutive Laws in Finite Element Underground Structures Analysis." Selected Scientific Papers - Journal of Civil Engineering 17, no. 1 (December 1, 2022): 1–14. http://dx.doi.org/10.2478/sspjce-2022-0015.

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Abstract This article emphasizes the value of applying sophisticated constitutive soil models in numerical modeling as daily geotechnical practice. The capabilities of two different constitutive relations for the modeling of the second Heinenoord bored tunnel are compared. The hypoplastic model of Wolffersdorff for granular materials (Hypo) is a relatively simple model without recourse to yield surface or plastic potential based on rational mechanics, whereas the chosen elastoplastic model, the Hardening Soil Model (HSM) belongs to the non-associative plasticity with double hardening. A modification of the hypoplastic model with improved intergranular strain (IGS) was tested, leading to improve model behavior. Comparisons between numerical simulations and experimental values demonstrate the advantages of using the hypoplastic model with improved intergranular strain (IGS).
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33

Alnmr, Ammar. "Material Models to Study the Effect of Fines in Sandy Soils Based on Experimental and Numerical Results." Acta Technica Jaurinensis 14, no. 4 (November 24, 2021): 651–80. http://dx.doi.org/10.14513/actatechjaur.00625.

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Choosing and calibrating a robust and accurate soil material model (constitutive model) is the first important step in geotechnical numerical modelling. A less accurate model leads to poor results and more difficulty estimating true behaviour in the field. Subsequent design work is compromised and may lead to dangerous and costly mistakes. In this research, laboratory experimental results were used as a basis to evaluate several soil material models offered in Plaxis2D software. The deciding feature of the soil model was how well it could represent effects of percentage of fine material within sandy soils to simulate its behaviour. Results indicate that the Hardening Soil (HS) model works well when the percentage of fine (soft) materials is less than 10%. Above that level, the Soft Soil model (SS) becomes the most suitable. Finally, some important conclusions about this research and recommendations for future research are highlighted.
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Veselý, Jan. "NUMERICAL MODELLING OF THE SOIL BEHAVIOUR BY USING NEWLY DEVELOPED ADVANCED MATERIAL MODEL." Acta Polytechnica 57, no. 1 (February 28, 2017): 58–70. http://dx.doi.org/10.14311/ap.2017.57.0058.

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This paper describes a theoretical background, implementation and validation of the newly developed Jardine plastic hardening-softening model (JPHS model), which can be used for numerical modelling of the soils behaviour. Although the JPHS model is based on the elasto-plastic theory, like the Mohr-Coulomb model that is widely used in geotechnics, it contains some improvements, which removes the main disadvantages of the MC model. The presented model is coupled with an isotopically hardening and softening law, non-linear elastic stress-strain law, non-associated elasto-plastic material description and a cap yield surface. The validation of the model is done by comparing the numerical results with real measured data from the laboratory tests and by testing of the model on the real project of the tunnel excavation. The 3D numerical analysis is performed and the comparison between the JPHS, Mohr-Coulomb, Modified Cam-Clay, Hardening small strain model and monitoring in-situ data is done.
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35

Sheng, Daichao, Delwyn G. Fredlund, and Antonio Gens. "A new modelling approach for unsaturated soils using independent stress variables." Canadian Geotechnical Journal 45, no. 4 (April 2008): 511–34. http://dx.doi.org/10.1139/t07-112.

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Although a number of constitutive models for unsaturated soils exist in the literature, some fundamental questions have not been fully answered. There are questions related to (i) the change of the yield stress with soil suction, (ii) modelling slurry soils, and (iii) the smooth transition between saturated and unsaturated soil states. This paper addresses these questions by proposing an alternative modelling approach. The paper first presents a volumetric model for unsaturated soils. This volumetric model is then used to derive the yield surface in the suction – mean stress space. Hysteresis associated with soil-water characteristic curves is then formulated in the same framework of elastoplasticity. It is shown that volume collapse during wetting and plastic shrinkage during initial drying are both direct results of a suction-dependent hardening law. The proposed model seems to be more flexible in modelling different types of unsaturated soils than most models in the literature. The model can be applied to soils that are dried or loaded from initially slurry conditions, for soils that have low to high air-entry values, and for compacted soils as well.
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36

Мосолов, Георгий Владимирович, and Илья Леонидович Димов. "Application of modern soil models for numerical calculations of tank bases and foundations." SCIENCE & TECHNOLOGIES OIL AND OIL PRODUCTS PIPELINE TRANSPORTATION, no. 3 (August 25, 2021): 257–69. http://dx.doi.org/10.28999/2541-9595-2021-11-3-257-269.

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Уже в ближайшем будущем от использования современных численных методов расчета будет зависеть прогресс в области проектирования оснований и фундаментов зданий и сооружений, поскольку возможности по совершенствованию строительных норм практически исчерпаны. Целью статьи является демонстрация возможностей численных расчетов с использованием современных моделей грунта на примере проектирования фундамента стандартного нефтяного резервуара для хранения нефти и нефтепродуктов. Приведено сравнение результатов расчетов осадки основания резервуара емкостью 30 000 м, выполненных в соответствии с действующими нормами проектирования и методом конечных элементов с применением программного комплекса PLAXIS. В частности, проведены численные расчеты с использованием современных моделей грунта: 1) модели грунта с упрочнением (Hardening Soil model, HS); 2) модели грунта с упрочнением и учетом малых деформаций (Hardening Soil small strain model, HSs). Показано, что использование указанных моделей при наличии требуемого объема исходных данных позволяет существенно уточнить вычисления, выполняемые по нормативным методикам. С учетом полученных результатов определена возможность оптимизации проектных решений при выборе типа фундамента резервуара. In the near future, the progress in design of bases and foundations of buildings and structures will depend on the use of modern numerical calculation methods since the opportunities to improve the building regulations are almost exhausted. This article aims to demonstrate the capabilities of numerical calculations with the use of modern soil models on the example of designing the foundation of a standard oil storage tank for crude oil and petroleum products. This article provides a comparison of the results of the base settlement of a 30,000 m tank calculations made in accordance with the current standards of design and the finite elements method with the use of the PLAXIS software package. In particular, the following numerical calculations with the use of modern soil models have been performed: 1) Hardening Soil model, HS; 2) Hardening Soil small strain model, HSs. It is shown that the use of these models in the presence of the required amount of baseline data can significantly refine the calculations performed according to normative methods. Considering the obtained results, the possibility of optimizing design solutions when selecting the type of foundation of a tank was determined.
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Rakic, Dragan, and Miroslav Zivkovic. "Stress integration of the Drucker-Prager material model with kinematic hardening." Theoretical and Applied Mechanics 42, no. 3 (2015): 201–9. http://dx.doi.org/10.2298/tam1503201r.

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This paper presents a method for implicit stress integration of the Drucker-Prager material model with kinematic hardening. The stress integration of the material model is conducted using the incremental plasticity method, while the kinematic hardening of material is defined using nonlinear Armstrong-Frederick hardening. This type of granular material hardening occurs as a consequence of the cyclic loading effects, such as the seismic load. For this reason, this material model is used for the earthquake analysis in the soil mechanics. Yield surface of the material model changes its position under the cyclic loads in the stress space, whereas there is no change in the size of the yield surface in deviatoric plane. The developed algorithm of the material model has been implemented in the software package PAK.
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Sukkarak, Raksiri, Suched Likitlersuang, Pornkasem Jongpradist, and Pitthaya Jamsawang. "Strength and stiffness parameters for hardening soil model of rockfill materials." Soils and Foundations 61, no. 6 (December 2021): 1597–614. http://dx.doi.org/10.1016/j.sandf.2021.09.007.

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39

Zhang, J., D. P. Stewart, and M. F. Randolph. "Kinematic Hardening Model for Pipeline‐Soil Interaction under Various Loading Conditions." International Journal of Geomechanics 2, no. 4 (October 2002): 419–46. http://dx.doi.org/10.1061/(asce)1532-3641(2002)2:4(419).

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40

Chehade, W., I. Shahrour, and R. Nova. "Validation file for an elastoplastic-strain hardening model of soil behaviour." Computers and Geotechnics 14, no. 1 (January 1992): 1–20. http://dx.doi.org/10.1016/0266-352x(92)90021-k.

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41

Cudny, Marcin, and Andrzej Truty. "Refinement of the Hardening Soil model within the small strain range." Acta Geotechnica 15, no. 8 (March 13, 2020): 2031–51. http://dx.doi.org/10.1007/s11440-020-00945-5.

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42

Bhutto, A. H., G. S. Bhurgri, S. Zardari, M. A. Zardari, B. A. Memon, and M. M. Babar. "Settlement Response of a Multi-Story Building." Engineering, Technology & Applied Science Research 10, no. 5 (October 26, 2020): 6220–23. http://dx.doi.org/10.48084/etasr.3757.

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The settlement calculation of a multi-story building is a challenging task due to the variation of soil properties and the use of an appropriate constitutive model for the reliable representation of soils’ stress-strain behaviors. In this study, the settlement response of a multi-story building was calculated with the simple Mohr-Coulomb Model (MCM) and the Hardening Soil Model (HSM). The effect of soil modulus of elasticity using both models was investigated on the overall settlement response of the building. Results indicated that MCM overestimated immediate settlement in a range of 50 to 65% compared to HSM. The settlement response of the building calculated with both models was within the allowable range. The results of this study can be helpful for geotechnical engineers working on reliable predictions of the settlement of multi-story buildings.
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43

PROTOSENYA, A. G., and G. A. IOVLEV. "STRESS-STRAIN STATE PREDICTION SURROUNDING UNDERGROUND STRUCTURE, CONSTRUCTED IN NONLINEAR DEFORMED MEDIUM-SOFT SOILS." News of the Tula state university. Sciences of Earth 2, no. 1 (2020): 215–28. http://dx.doi.org/10.46689/2218-5194-2020-2-1-215-228.

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Article proposes an approach for constructing a computational model for calculating the stress-strain state around tunnel, in medium soft soils. Set of deformations and strengths properties of which a given by elastic, elastic perfectly-plastic, and non-linear models. It founded, that with the input parameters used in model for elastic perfectly-plastic, and nonlinear models around tunnel formed yield surfaces. Analysis of the distinctions between elastic perfectly-plastic, and non-linear models was made. Was showed, that maximum deviatoric stress q is over-estimated in Mohr-Coulomb model. For hardening soil model was determined boundary of the plastic deformations.
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44

Moghaddasi, Hamed, and Arman Khoshghalb. "Elasto-plastic analysis of a multi-stage excavation in bonded geomaterials." E3S Web of Conferences 92 (2019): 16013. http://dx.doi.org/10.1051/e3sconf/20199216013.

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The deformation characteristics of braced and unbraced excavations in a dry structured soil are investigated numerically. A constitutive model based on the theory of bounding surface plasticity is used to predict the plastic deformation of the soil. A plastic cementation index is introduced in the hardening modules to capture soil degradation. In the model, the progress of the degradation is associated with the stress magnitude and the accumulated plastic deformation. The constitutive model is implemented in a finite difference code to analyse the lateral deformation of braced and unbraced excavations. The implemented model captures the strength increase of soils due to cementation, and predicts the subsequent debonding and strength degradation due to excavation. It is shown that soil cementation significantly influences the compression and tensile strengths of soils, and alters the deformation profile of the excavated face.
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45

Xiao, Shize, Xiaohui Cheng, and Zhou Yang. "A Thermodynamic Constitutive Model for Saturated Sand." Entropy 21, no. 2 (February 1, 2019): 136. http://dx.doi.org/10.3390/e21020136.

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This paper establishes a non-equilibrium thermodynamic constitutive model that can predict the undrained shear behavior of saturated sand. Starting from the basic laws of thermodynamics, the model does not require the classical concepts in elasto-plastic models, such as the yield function, the flow rule, and the hardening rule. It is also different from the existing thermodynamic constitutive models in soil mechanics literatures. The model does not use a complex nonlinear elastic potential as usually and introduces a coupling energy dissipative mechanism between the viscosity and elasticity relaxation, which is essential in granular materials. Then this model was used to simulate the undrained shear test of Toyoura sand. The model can predict the critical state, dilatancy-contraction and hardening-softening characteristics of sand during undrained triaxial shearing.
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46

Mohamed, Mahmoud H., Mohd Ahmed, Javed Mallick, and Saeed AlQadhi. "Finite Element Modeling of the Soil-Nailing Process in Nailed-Soil Slopes." Applied Sciences 13, no. 4 (February 7, 2023): 2139. http://dx.doi.org/10.3390/app13042139.

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The finite element technique has been accepted as a tool for modeling geotechnical complex processes. In this study, finite element (FE) modeling of various stages of the soil-nailing process, i.e., construction stages and overburden pressure stages, is carried out considering different soil parameters, simulating with in-house developed laboratory models. The soil-nailing process built in laboratory models is idealized as a plain strain problem and modeled in PLAXIS software. The laboratory models of the soil-nailing process consist of a Perspex sheet box containing a sandy soil slope, a Perspex sheet facing, steel bars as reinforcement and a steel plate as foundation. The stress–strain relationship of the sand is represented by a Hardening-Soil model. The interface at the soil and nail is described by the Coulomb friction model. The behavior of the soil-nailing process, during the construction stage and under varying overburden pressure and varying soil density, are investigated in terms of displacements of slope and stress conditions in slope soil mass. The slope displacements and stress conditions in slope soil mass are all well presented by the FE modeling and compared with laboratory model test data. The sensitivity analysis of the laboratory models’ dimensions is carried out by three-dimensional modeling of the nailed-soil slope. It can be concluded that the developed finite element model has the potential to simulate the performance of a field nailed-soil slope during construction and working stages and could provide guidance for the construction/maintenance of soil-nailed cut slopes in granular soils/weathered rocks.
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47

Moussai, B. "Numerical Analysis of El-Agrem Concrete Face Rockfill Dam." Soils and Rocks 36, no. 3 (September 1, 2013): 293–98. http://dx.doi.org/10.28927/sr.363293.

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For concrete face rockfill dams, the behaviour of the concrete slab which provides the watertightness of the dam is a major concern. The deformation of the dam embankment during construction and operation leads to concrete slab deformation. This deformation should be compatible with the structural integrity of the concrete slab. This paper presents the numerical analysis of El-Agrem concrete face rockfill dam during reservoir filling using the finite element code Plaxis 2D-2010. Two models are used in this study, the Mohr Coulomb model and the Hardening Soil model to emphasize the impact of constitutive model on the dam deformation. The material stiffness parameters used in constitutive models were calibrated based on the available measured crest settlement. The analysis results indicate that the face slab deformation can be numerically predicted based on monitoring data at the dam crest and the Hardening Soil model gives a maximum slab deformation less than that obtained using Mohr Coulomb model.
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Govindasamy, Darvintharen, Mohd Ashraf Mohamad Ismail, Mohd Faiz Mohammad Zaki, and Mohd Hazreek Zainal Abidin. "Calibration of stiffness parameters for Hardening Soil Model in residual soil from Kenny Hill Formation." Bulletin of the Geological Society of Malaysia 67 (June 1, 2019): 119–25. http://dx.doi.org/10.7186/bgsm67201915.

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49

Bayat, Mahdi, Amir Homayoon Kosarieh, and Mehran Javanmard. "Probabilistic Seismic Demand Analysis of Soil Nail Wall Structures Using Bayesian Linear Regression Approach." Sustainability 13, no. 11 (May 21, 2021): 5782. http://dx.doi.org/10.3390/su13115782.

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This paper presents the seismic analytic fragility curve of soil nail wall structures. The numerical modeling procedure of the soil nail wall is presented and discussed in detail. Nonlinear elements have been used to provide an accurate finite element modeling of the soil nail wall. The effect of different soil modeling approaches is studied. Detailed procedures to select an efficient intensity measure are presented. Analytical fragility curves for the different performance levels of the soil nail wall are developed. Detailed techniques have been used to generate accurate soil modeling, such as the Mohr-Coulomb model (MC), Hardening Soil model (HS), and Hardening Soil model with Stiffness effect from small strains (HSS), and these are studied. Incremental dynamic analysis (IDA) is implemented to capture the response of the wall from linear to nonlinear levels. The efficiency of the two common intensity measures is studied (PGA and Sa(T1,5%)). It has been demonstrated that HSS and HS models are more reliable techniques for soil modeling. Two common intensity measures are studied, and the efficiency and the sufficiency of them are compared. It has been suggested that Sa(T1,5%) is a more efficient intensity measure than PGA for soil nail structures due to less depression in the IDA results. Different performance levels were defined to develop analytical fragility curves for different damage states.
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50

Liu, Yang, Xian De Zhu, and Zhi Gong. "A Simple Constitutive Model for Overconsolidated Clays." Advanced Materials Research 243-249 (May 2011): 2283–86. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.2283.

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In the framework of critical state soil mechanics, a simple constitutive model for overconsolidated clays is proposed based on subloading surface and normal consolidation yield surface. A more rational hardening law is used to describe the change between subloading surface and the normal consolidation surface with plastic deformation and an associated flow rule is adopted. The model can describe many characteristics of overcaonsolidated clays, such as stress-strain relationship, strain hardening and softening, and stress dilatancy. Compared with the Cam-clay model, two more parameters are required which represents specific physical meanings. Numerical simulation is compared with data from triaxial drained compression test, indicating that the proposed model can rationally describe overconsolidated properties.
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