Relevant bibliographies by topics / Hardening Soil Model

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Academic literature on the topic 'Hardening Soil Model'

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

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Journal articles on the topic "Hardening Soil Model"

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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Dissertations / Theses on the topic "Hardening Soil Model"

1

Khanal, Santosh. "Backcalculation of Plate Loading Tests using PLAXIS 2D and the Hardening Soil Model." Thesis, Norges teknisk-naturvitenskapelige universitet, Institutt for bygg, anlegg og transport, 2013. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-23328.

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Shallow foundations are extensively used to support structures of all sizes in order to safely transmit the structural load to the ground without exceeding the bearing capacity of the ground and causing excessive settlement. They are typically embedded up to a few meters into the soil profile. While designing foundations, two requirements need to be satisfied: complete failure of the foundation must be avoided with adequate margin of safety (bearing capacity) and relative settlement should be within limits that can be tolerated by superstructure. Foundation is that part of the structure which is in direct contact with soil and involves the footing and the ground influenced by the footing. The master thesis aims to back-calculate the load tests using advanced soil models in PLAXIS 2D in order to gather experience on soil behavior and constitutive models. For this, extensive study of literature with full-scale load tests was carried out. Both tests on clay and sand were the theme interest.To examine the plate-load tests, three case studies were selected. In this report, the load-settlement responses of vertically loaded footings placed on both sands and clay were analysed using the finite element method. The numerical analysis was performed using PLAXIS 2D. The soil profiles and parameters used in the analysis were based on either in situ tests or laboratory tests. The Hardening Soil model was used as a material model to analyse the soil behavior. Finally, the load-settlement curves obtained from finite element analysis were compared with those from plate-load tests and see whether they are well fitted.The first case study was on clay till from Sweden. In this case, the back-calculated results showed that c_ref^' = 11.45 to 14.45 kPa and ɸ = 300. The second case was in saprolitic soil from Portugal. In this case, c_ref^' = 8 to 13 kPa and ɸ = 370 to 380. The third case was on sand from USA. In this case, sand shows some varying behavior in stiffness. The stiffness from laboratory tests and back-calculated vary by a factor of 3 to 8. The angle of friction was from 360 to 390.
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2

Surarak, Chanaton. "Geotechnical Aspects of the Bangkok MRT Blue Line Project." Thesis, Griffith University, 2011. http://hdl.handle.net/10072/367320.

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This dissertation is on the geotechnical aspects of the completed Bangkok MRT Blue Line Project and its extension which is currently under design. There were 18 cut and cover subway stations and nearly 22 km of tunnels constructed by the use of earth pressure balanced shield tunnel boring machines. The soil profile model up to depths of 60 to 65 m consists of seven layers: Weathered Crust and Backfill Material; Very Soft to Soft Bangkok Clay; Medium Stiff Clay; Stiff to Hard Clay; Medium Dense to Very Dense Sand; Very Stiff to Hard Clay; and Very Dense Sand. The strength and deformation characteristics of the Bangkok subsoils are determined from laboratory tests (mainly oedometer and triaxial tests) and in-situ field tests (such as vane tests and pressuremeter tests). Additionally, the small strain behaviour is also investigated using Bender element tests in the laboratory and cross hole seismic tests in the field. The soil parameters needed for the deformation analyses are determined for the Mohr Coulomb Model, Soft Soil Model, Hardening Soil Model, and the Hardening Soil Model with Small Strain Stiffness.
Thesis (PhD Doctorate)
Doctor of Philosophy (PhD)
Griffith School of Engineering
Science, Environment, Engineering and Technology
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3

Yildiz, Ersan. "Lateral Pressures On Rigid Retaining Walls : A Neural Network Approach." Master's thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/1264415/index.pdf.

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Lateral pressures on non-yielding walls due to surface strip loads were investigated considering the non-linear stress-strain behaviour of the soil by finite element analyses. Data obtained from the finite element analyses were used to train neural networks in order to obtain a solution to assess the total lateral thrust and its point of application on a non-yielding wall due to a strip load. A 2-layered backpropogation type neural network was used. An artificial neural network solution was obtained, as a function of six parameters including the shear strength parameters of the soil ( cohesion and angle of friction ). The effects of each input parameter on the lateral thrust and point of application were summarized and the results were compared with the conventional linear elastic solution.
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4

Ranjbar, Pouya Kaveh. "Lime stabilisation of an Australian silty clay and its application in construction of excavation retaining walls by cutter soil mixing." Thesis, Federation University Australia, 2018. http://researchonline.federation.edu.au/vital/access/HandleResolver/1959.17/166885.

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Coode Island Silt (CIS) is one of the predominant geological units in Melbourne, Australia. Having high compressibility and low shear strength, CIS is considered a problematic soft soil that challenges the construction of infrastructure in the region. To tackle such challenges, one practical approach is the application of ground improvement techniques such as in situ soil mixing. This PhD study focuses on the application of Cutter Soil Mixing (CSM) for the construction of excavation retaining walls in CIS. Although cement is widely used in most CSM projects, this study investigates the suitability of different lime types available in the Australian market as a potential alternative to cement for the stabilisation of CIS. To investigate the effect of lime stabilisation, a comprehensive geotechnical characterisation of untreated and lime treated CIS is performed. Four different lime types are used: agricultural lime, quicklime, hydrated lime and slag lime. Based on the results obtained from strength tests, slag lime was found to be the most effective among the four types that were tested. The optimum slag lime to CIS ratio is then found for the construction of retaining walls in CIS. Having the geotechnical characterisation of untreated and treated CIS from the laboratory experiments, a series of two-dimensional and three-dimensional finite element method (FEM) analyses were conducted to investigate the applicability and reliability of the selected mixing ratio for the construction of CSM excavation retaining walls in CIS. A nonlinear constitutive soil model was employed, calibrated and verified to be used in FEM analyses to investigate both the stability factor of safety and excavation-induced deformations. The results obtained for both undrained and fully coupled flow deformation analyses prove that CSM panels can be constructed by mixing slag lime and CIS to act as retaining walls to allow for deep excavation in CIS.
Doctor of Philosophy
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5

Zin, Andrea. "Numerical analysis of the foundation soil behaviour for the Garisenda Tower in Bologna." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2017.

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The fascination of a leaning towers actually descends from to the interaction with the foundation soil, not so clearly deduced at first glimpse. Furthermore, initial defects and non-uniform foundations in a structure and a soil with a low stiffness, can led to long-term critical conditions. The maintenance of existing constructions is one of the fields of activity of Civil Engineering, in particular, Geotechnical Engineering plays a significant role in a number of relevant cases. The conservation of Heritage is one of the most challenging problems facing modern civilization. It involves a number of factors belonging to different fields (cultural, humanistic, technical and economical), joint by inextricable patterns. A convenient way to forecast this long term behavior, is to define a reliable response for the soil-foundation system. Strain-hardening plasticity models, developed in relation to the overall soil-footing system can provide such a relationship, but, in any case, it is rather difficult to validate these models. In this respect, a rather significant contribution comes from an experimental identification analysis, performed before the realization of the numerical model on Plaxis. The behaviour can be modelled in order to predict how large the deformations will be. This thesis investigates the effectiveness of such models, referring to the current state of the tower. The project being examined is located in central Bologna. The analysis focuses on the displacements, stresses and plasticity below the site. An analysis was carried out to investigate the significance of different parameters, of different material models and methods of analysis. Ground investigations, laboratory tests and published data were the main sources used to collect reliable initial input parameters for the material models. A model was created in Plaxis 2D using the Mohr-Coulomb and the Hardening Soil with Small-Strain Stiffness material models.
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Krajčovič, Ján. "Zpětná analýza sypané přehradní hráze a predikce jejího chování při mimořádných zatěžovacích stavech." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-391964.

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Diplomová práce představuje vytvoření softwarového 2D MKP modelu přehrady Slezská Harta v České Republice za pomoci softwaru PLAXIS 2D. V úvodu práce je analýza vodní nádrže, vytvořené jako zásobárna vody a protipovodňové dílo. Analýza sleduje geomorfologii, geologii, konstrukci tělesa hráze, použité materiály a metody, a stávající monitorovací zařízení. Pro pochopení tvorby 2D MKP modelu jsou předloženy a definované metody použitých analýz - metoda konečných prvků, analýza prosakování, materiálové modely, citlivostná analýza. Následně byla definována tvorba struktury modelu - určení posloupnosti použitých analýz, definování vstupních dat a mezních podmínek a tvorba kalibračního segmentu. V závěrečné části práce je analýza dosažených výstupů rozsáhlého testování modelu, jejich korelace s reálnými naměřenými hodnotami a celkové shrnutí přínosu vytvořeného modelu pro jeho využití při předpovídání chování přehrady v extrémních případech.
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7

Romeo, Demetrio. "Studio numerico del comportamento di una struttura di sostegno rinforzata con geosintetici, sotto l'azione di carichi statici e sismici." Master's thesis, Alma Mater Studiorum - Università di Bologna, 2016.

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La presente ricerca illustra uno studio numerico sul comportamento di un muro di sostegno in terra rinforzata, basato sull'uso di un approccio agli elementi finiti in combinazione con due diversi modelli costitutivi di tipo elastoplastico, caratterizzati da un diverso grado di complessità. Le analisi proposte sono state svolte allo scopo di studiare l'influenza di alcuni parametri progettuali significativi, quali la lunghezza e la spaziatura verticale degli elementi di rinforzo, sulle prestazioni complessive della struttura di sostegno soggetta a carichi statici e sismici.
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8

Ozkuzukiran, Riza Savas. "Settlement Behaviour Of Concrete Faced Rockfill Dams: A Case Study." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12605835/index.pdf.

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In this study settlement behaviour of Kü
rtü
n dam, which is the first concrete faced rockfill dam in Turkey, is investigated. Two dimensional plane strain finite element analyses are carried out in order to determine the total stresses and displacements during construction and reservoir filling conditions. Hardening soil model is used in order to represent the non-linear, inelastic and stress dependent behaviour of rockfill material. Material model parameters are selected mainly referring to the previous studies on the dams consisting of similar materials. Calculated stresses and settlements are compared with the observed values and in general, they were found to be in good agreement for the construction stages. It is seen that, due to the relatively narrow valley and steep abutment slopes, arching is a significant parameter as far as the stresses and settlements are concerned. For the reservoir impounding condition, calculated settlements were found to be slightly larger than the observed values, which may indicate that during the reservoir impounding, the rockfill embankment behaves in a stiffer manner as compared to that of during construction stages.
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9

Unsever, Yesim Sema. "An Analysis Of Deformation Behavior Of Muratli Asphalt Faced Rockfill Dam." Master's thesis, METU, 2007. http://etd.lib.metu.edu.tr/upload/3/12608547/index.pdf.

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In this study, settlement and seepage behavior of Muratli Dam, which is the first asphalt faced rockfill dam in Turkey, is investigated for the &ldquo
end of construction&rdquo
and &ldquo
reservoir impoundment&rdquo
loading conditions. Two dimensional plane strain finite element analyses are carried out in order to determine the total stresses, displacements and pore water pressures. Hardening soil model is used in order to represent the non-linear, inelastic and stress dependent behavior of rockfill material. Material model parameters are selected mainly referring to the previous studies on the dams consisting of similar materials and then back analyses are done to find the best fit. Calculated stresses, displacements and pore water pressures are compared with the observed values for both end of construction and reservoir filling conditions.
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10

Frigerio, Giulio Peterlevitz. "Retroanálise de uma escavação de vala escorada a céu aberto de uma linha do metrô de São Paulo." Universidade de São Paulo, 2004. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-31072006-102842/.

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Esta dissertação apresenta em primeira etapa o trabalho desenvolvido para averiguar a adequação dos modelos reológicos de Mohr-Coulomb e de Endurecimento de solo, para representar as deformações e distorções que ocorrem no sistema soloestrutura, quando do processo de escavação de valas escoradas. Além disto, em uma segunda etapa fazem-se estimativas de previsão de danos causados em edificações, em decorrência das escavações de uma vala escorada da linha 1 do Metropolitano de São Paulo (Metrô S.P.). A primeira e a segunda etapa foram feitas através de 810 simulações numéricas, em elementos finitos utilizando-se o software PLAXIS, associadas a retroanálise por processo direto do módulo de deformabilidade a 50% da tensão de ruptura dos solos utilizando-se para isto o processo direto. Apresenta-se também uma síntese da formação e dos tipos de solos que constituem a bacia sedimentar de São Paulo, onde se localiza a seção experimental nº1 objeto de estudo desta dissertação. Faz-se uma breve revisão bibliográfica a respeito das técnicas de retroanálise. Apresentam-se critérios para escolha de intervalos de parâmetros geotécnicos que representem o sistema solo-estrutura no processo de escavação. Foram feitas análises paramétricas para determinar os parâmetros geotécnicos que mais influenciam o sistema solo-estrutura. Comparam-se os modelos constitutivos de Mohr-Coulomb e de endurecimento na previsão das deformações. Por fim, faz-se a previsão do nível de danos causados pelas escavações da vala, a um edifício hipotético
This dissertation presents, in a first part, the work done to verify how appropriate are the Mohr-Coulomb and hardening soil constitutive models to represent the strains and the distortions associated with escavations of braced wall process. In the second part, estimates are made of the damages in constructions due to the braced excavations of line one of Sao Paulo Subway (Metrô S.P.). In the two phases, 810 numeric simulations were made, in finite elements using the software PLAXIS, associated the back analysis for direct process. It is presented a synthesis of the formation and the types of soils that constitute the basin of the sediments of the city of São Paulo, where is located the section experimental nº1, object of study of this dissertation. It is presented an short bibliographical revision regarding the back analysis techniques. Criteria for choice of intervals of parameters geotechnical that represent the system soil-structure in the excavation process are presented. Parametric analyses are made to determine which the parameters have larger influence in the behavior of the system soil-structure. The behavior of the soil-structure system is simulated using the Mohr-Coulomb and hardening soil constitutive models. The Mohr-Coulomb and hardening soil constitutive models are compared in the forecast of the deformations. Finally, it is made the forecast of the level of damages to a hypothetical building caused by the braced excavations
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Books on the topic "Hardening Soil Model"

1

Chan, Gabrielle Ka-Po. Finite element analysis of an embankment dam using the Monot double-hardening constitutive soil model. Manchester: University of Manchester, 1996.

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Book chapters on the topic "Hardening Soil Model"

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Firmansyah, Yerry Kahaditu, and Maharani Putri Dewanty. "The Stability of a Slope on Soft Soil Using the Hardening Soil Model." In Proceedings of the 5th International Conference on Rehabilitation and Maintenance in Civil Engineering, 467–77. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-16-9348-9_41.

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Tymiński, Wojciech, Tomasz Kiełczewski, and Hubert Daniluk. "Hardening Soil Model - Influence of Plasticity Index on Unloading - Reloading Modulus." In Springer Series in Geomechanics and Geoengineering, 89–93. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-97112-4_20.

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Sang-To, Thanh, Minh Hoang-Le, Manh Vu-Tran, Magd Abdel Wahab, and Thanh Cuong-Le. "Estimation Displacement of Diaphragm Wall Using Hardening Soil Versus Mohr–Coulomb Model." In Lecture Notes in Mechanical Engineering, 345–51. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-4835-0_29.

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Huynh, Quoc Thien, Van Qui Lai, Viet Thai Tran, and Minh Tam Nguyen. "Back Analysis on Deep Excavation in the Thick Sand Layer by Hardening Soil Small Model." In Lecture Notes in Civil Engineering, 659–68. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5144-4_63.

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Ngo Duc, Trung, Phan Vo, and Thanh Tran Thi. "Determination of Unloading—Reloading Modulus and Exponent Parameters (m) for Hardening Soil Model of Soft Soil in Ho Chi Minh City." In Lecture Notes in Civil Engineering, 677–89. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5144-4_65.

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Govindasamy, Darvintharen, Mohd Ashraf Mohamad Ismail, and Mohd Faiz Mohammad Zaki. "Influence of Twin Tunnel Depth in Numerical Ground Movement Prediction Using Mohr Coulomb and Hardening Soil Model." In Proceedings of AICCE'19, 647–61. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-32816-0_45.

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Nova, Roberto. "Development of Elastoplastic Strain Hardening Models of Soil Behaviour." In Degradations and Instabilities in Geomaterials, 35–76. Vienna: Springer Vienna, 2004. http://dx.doi.org/10.1007/978-3-7091-2768-1_2.

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Fetrati, M., V. Galavi, M. Goodarzi, S. Kreiter, and T. Mörz. "Numerical simulation of CPT in sands using DeltaSand and Hardening Soil models." In Cone Penetration Testing 2022, 407–13. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003329091-56.

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Fetrati, M., V. Galavi, M. Goodarzi, S. Kreiter, and T. Mörz. "Numerical simulation of CPT in sands using DeltaSand and Hardening Soil models." In Cone Penetration Testing 2022, 407–13. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003308829-56.

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Müthing, Nina, Thomas Barciaga, and Tom Schanz. "On the Use of Isotropic Hardening Plasticity to Model Cyclic Consolidation of Fine Grained Soils." In Holistic Simulation of Geotechnical Installation Processes, 131–47. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-23159-4_7.

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Conference papers on the topic "Hardening Soil Model"

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Zain, Md N. H., J. Ahmad, Y. Ashaari, E. Shaffie, and N. K. Mustaffa. "Modelling of Lateral Movement in Soft Soil Using Hardening Soil Model." In 2011 UkSim 13th International Conference on Computer Modelling and Simulation (UKSim). IEEE, 2011. http://dx.doi.org/10.1109/uksim.2011.45.

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D.K., Teshager, Chwała M., and Puła W. "Shallow Foundation Settlement Using a Hardening Soil Model for Spatially Variable Soil." In International Symposium for Geotechnical Safety & Risk. Singapore: Research Publishing Services, 2022. http://dx.doi.org/10.3850/978-981-18-5182-7_00-04-002.xml.

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Veselý, Jakub, Petr Pánek, and Ludvík Vébr. "Thermo – mechanical model of concrete pavement in hardening phasis." In 6th International Conference on Road and Rail Infrastructure. University of Zagreb Faculty of Civil Engineering, 2021. http://dx.doi.org/10.5592/co/cetra.2020.1032.

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This paper is focused on the analysis of concrete pavements using finite element method (FEM). Specifically, it deals with the analysis of temperatures in the initial phasis of hardening and their influence on mechanical behavior of concrete pavement. High temperatures from hydration and climatic conditions in the early phase of concrete hardening co-operate and may initiate the formation of a network of micro-cracks on the surface of the concrete slab. The resulting temperatures (from hydration and climate) can theoretically be positively influenced by determining the start of concreting, so that the maximum temperatures do not meet at the same time. However, from a practical point of view the use of retarders is more realistic. Another possibility is to reduce the hydration heat by changing the composition of the concrete mixture (amount of cement, type of cement, use of alternative binders). Based on the knowledge of the material composition of the concrete and the specific temperature behavior during the concrete laying, it will be possible to predict the durability of concrete pavement in the future. Using weak formulation FEM model with quadratic base functions, the 2D heat transfer model was created. Boundary conditions were determined from experimental measurement on highway D1 in the Czech Republic. When this model was fitted to experimental data, the 3D coupled thermo - mechanical model was created. Soil and concrete elastic material characteristics had been taken over from Czech technical norms. Soil was modelled as Winkler-Pasternak 2D plate. Parameters c1 a c2 were assessed from comparison with 3D model with soil modelled as multiple layer system.
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Kamalzare, Soheil, and C. Guney Olgun. "Simulation of Monotonic and Cyclic Soil Behavior Using a Kinematic Hardening Plasticity Model." In Geo-Congress 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413272.123.

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Tanaka, Tadatsugu, Kenji Okajima, and Hiroshi Mori. "Finite Element Analysis for Elasto-Plastic Strain Hardening-Softening Soil Model with Shear Banding." In First Japan-U.S. Workshop on Testing, Modeling, and Simulation. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40797(172)23.

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Fernández-Ruiz, Jesús, and Pedro Alves Costa. "PREDICTING RAILWAY TRACK DISPLACEMENTS WITH THE HARDENING SOIL SMALL STRAIN MODEL NEAR CRITICAL SPEED." In 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research National Technical University of Athens, 2021. http://dx.doi.org/10.7712/120121.8476.19393.

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Hoogeveen, Maas, Hugo Hofstede, and Amir M. Kaynia. "Enhanced Kinematic Hardening Model for Load-Dependent Stiffness and Damping of Jack-Up Foundations." In ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77285.

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Dynamic analysis of jack-up platforms is generally carried out using approximated linear foundation springs and equivalent viscous damping. Advanced geotechnical analysis of foundations of jack-up platforms results in load-dependent stiffness and damping. Such analyses are often based on the finite element method as used for detailed site specific analyses with proper nonlinear soil models to generate nonlinear response curves, the so-called backbone curve, for the relevant loading conditions. The same FE model can be used to compute the strain energy in the soil elements and assign the corresponding energy losses in the elements based on lab tests or literature data, and integrate over the domain to compute the foundation hysteretic damping as function of loading. The state of the art method of using the backbone curve together with a kinematic hardening model to account for the hysteretic foundation response does not provide a good match between the simulated and computed damping. The hysteresis model proposed in this paper is a kinematic hardening model enhanced with a non-linear spring. It is an engineering solution to implement both a given load-dependent stiffness and load-dependent damping of a complex element subject to an irregular loading signal for purposes of time domain simulation. This model combines a kinematic hardening model which provides the required hysteresis with a non-linear elastic spring which provides the required stiffness. This model is suitable for time domain simulation of irregular loads and yields a propeller-like shape in the load-displacement plane. This paper introduces the problem of load-dependent stiffness and damping through a case study considering time domain simulation of the dynamic behavior of a jack-up platform. The paper presents a validation of the proposed model and a comparison between the common practice model and the enhanced kinematic hardening model.
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Yoosef-Ghodsi, Nader, Joe Zhou, and D. W. Murray. "A Simplified Model for Evaluating Strain Demand in a Pipeline Subjected to Longitudinal Ground Movement." In 2008 7th International Pipeline Conference. ASMEDC, 2008. http://dx.doi.org/10.1115/ipc2008-64415.

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A simplified model was developed to calculate the maximum tensile and compressive strains due to a uniform movement of a block of soil in a direction parallel to the pipe axis using a closed-form solution of the governing differential equations. The model employs the theory of plasticity for modelling the pipe material based on normality plastic flow rule, the von Mises yield criterion, and isotropic strain hardening. While the pipe was assumed to have a bilinear, stress-strain curve with strain hardening, the pipe-soil friction was assumed to have an elastic-perfectly plastic force-deformation response. The model accounts for the initial thermal axial strains in the pipe and biaxial state of stress in the pipe due to internal pressure. The model is capable of accommodating pipe bends at the ends of the sliding zone. The relationship between the ground displacement and pipe axial force at each interface of stable and sliding zones was obtained from closed-form solutions of governing differential equations, assuming both the stable and sliding zones are infinitely long. To prevent the overestimation of the axial strains in the pipe, a limiting scenario was considered where the soil was assumed to have yielded over the entire sliding zone. Equilibrium and compatibility equations were used to calculate the pipe axial forces and strains at the two interfaces. The simplified model for longitudinal ground movement was validated against finite element solutions. The validation example presented involves a 20-inch straight pipeline subjected to longitudinal ground movement over slide lengths of 50, 100 and 200 metres, as well as a semi-infinite sliding zone case.
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Madsen, Justin, Andrew Seidl, and Dan Negrut. "Off-Road Vehicle Dynamics Mobility Simulation With a Compaction Based Deformable Terrain Model." In ASME 2013 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/detc2013-13152.

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This paper discusses the terramechanics models developed to incorporate a physics-based, three dimensional deformable terrain database model with vehicle dynamics mobility simulation software. The vehicle model is contained in Chrono, a research-grade C++ based Application Programming Interface (API) that enables accurate multibody simulations. The terrain database is also contained in a C++ based API, and includes a general tire-terrain interaction model which is modular to allow for any tire model that supports the Standard Tire Interface (STI) to operate on the terrain. Furthermore, the ability to handle arbitrary, three dimensional traction element geometry allows for tracked vehicles (or vehicle hulls) to also interact with the deformable terrain. The governing equations of the terrain are based on a soil compaction model that includes both the propagation of subsoil stresses due to vehicular loads, and the resulting visco-elastic-plastic stress/strain on the affected soil volume. Non-flat, non-homogenous and non-uniform soil densities, rutting, repeated loading and strain hardening effects are all captured in the vehicle mobility response as a result of the general 3-D tire/terrain model developed. Pedo-transfer functions allow for the calculation of the soil mechanics model parameters from existing soil measurements. This terrain model runs at near real-time speed, due to parallel CPU and GPU implementation. Results that exercise the force models developed with the 3-D tire geometry are presented and discussed for a kinematically driven tire and a full vehicle simulation.
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Tian, Yinghui, and Mark J. Cassidy. "Explicit and Implicit Integration Algorithms for an Elastoplastic Pipe-Soil Interaction Macroelement Model." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57237.

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This paper presents the numerical formulation of an elastoplastic force-resultant model to numerically simulate the interaction of a pipe with the soil. This approach, which accounts for the load-displacement behaviour of the pipe-soil system on a macroelement level, is becoming increasingly popular in offshore engineering. The model consists of a yield surface, a non-associated flow rule, an isotropic hardening law and a description of purely elastic behaviour. It can be used to predict the behavior of one segment of pipe or numerous models can be attached to structural finite elements as nodal point elements. The latter allows the practical analysis of long pipelines. Further, by removing a number of macroelements from the pipeline, the effect of free span can be studied. To numerically incorporate large numbers of macroelements into a structural analysis, efficient and robust integration algorithms are essential. The use of both explicit and implicit integration algorithms are explored in this paper. In the explicit algorithm, the Euler forward integration scheme is adopted to achieve the real force state incrementally for each substep. On the other hand, the Euler backward integration scheme is adopted in the implicit algorithm. In this case the load state is iteratively “returned” back to the yield surface according to the end of the total displacement increment. Illustrative calculation examples are provided in this paper to demonstrate and compare the performance of the suggested algorithms.
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Reports on the topic "Hardening Soil Model"

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Oliynyk, Kateryna, and Matteo Ciantia. Application of a finite deformation multiplicative plasticity model with non-local hardening to the simulation of CPTu tests in a structured soil. University of Dundee, December 2021. http://dx.doi.org/10.20933/100001230.

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In this paper an isotropic hardening elastoplastic constitutive model for structured soils is applied to the simulation of a standard CPTu test in a saturated soft structured clay. To allow for the extreme deformations experienced by the soil during the penetration process, the model is formulated in a fully geometric non-linear setting, based on: i) the multiplicative decomposition of the deformation gradient into an elastic and a plastic part; and, ii) on the existence of a free energy function to define the elastic behaviour of the soil. The model is equipped with two bonding-related internal variables which provide a macroscopic description of the effects of clay structure. Suitable hardening laws are employed to describe the structure degradation associated to plastic deformations. The strain-softening associated to bond degradation usually leads to strain localization and consequent formation of shear bands, whose thickness is dependent on the characteristics of the microstructure (e.g, the average grain size). Standard local constitutive models are incapable of correctly capturing this phenomenon due to the lack of an internal length scale. To overcome this limitation, the model is framed using a non-local approach by adopting volume averaged values for the internal state variables. The size of the neighbourhood over which the averaging is performed (characteristic length) is a material constant related to the microstructure which controls the shear band thickness. This extension of the model has proven effective in regularizing the pathological mesh dependence of classical finite element solutions in the post-localization regime. The results of numerical simulations, conducted for different soil permeabilities and bond strengths, show that the model captures the development of plastic deformations induced by the advancement of the cone tip; the destructuration of the clay associated with such plastic deformations; the space and time evolution of pore water pressure as the cone tip advances. The possibility of modelling the CPTu tests in a rational and computationally efficient way opens a promising new perspective for their interpretation in geotechnical site investigations.
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