Academic literature on the topic 'Mohr-Coulomb Model'
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Journal articles on the topic "Mohr-Coulomb Model"
1
Sui, Chuan-Yi, Yu-Sheng Shen, Yu-Min Wen, and Bo Gao. "Application of the Modified Mohr–Coulomb Yield Criterion in Seismic Numerical Simulation of Tunnels." Shock and Vibration 2021 (November 25, 2021): 1–20. http://dx.doi.org/10.1155/2021/9968935.
Full textAbstract:
To solve the classical problem that the Mohr–Coulomb yield criterion overestimates the tensile properties of geotechnical materials, a modified Mohr–Coulomb yield criterion that includes both maximum tensile stress theory and smooth processing was established herein. The modified Mohr–Coulomb constitutive model is developed using the user-defined material subroutine (UMAT) available in finite element software ABAQUS, and the modified Mohr–Coulomb yield criterion is applied to construct a numerical simulation of a shaking table model test. Compared with the measured data from the shaking table test, the accuracies of the classical Mohr–Coulomb yield criterion and the modified Mohr–Coulomb yield criterion are assessed. Compared to the shaking table test, the classical Mohr–Coulomb model has a relatively large average error (−6.98% in peak acceleration values, −8.47% in displacement values, −23.93% in axial forces), while the modified Mohr–Coulomb model has a smaller average error (+2.71% in peak accelerations value, +3.19% in displacements value, +7.56% in axial forces). The results of numerical simulation using the modified Mohr–Coulomb yield criterion are closer to the measured data.
2
Yan, Zhi Xin, Jian Duan, Ping Jiang, and Hou Yu Wang. "A Study on Constitutive Model and Parameters of Rock Slope Stability." Materials Science Forum 575-578 (April 2008): 1210–16. http://dx.doi.org/10.4028/www.scientific.net/msf.575-578.1210.
Full textAbstract:
In this paper, taking elastic and plastic characteristics of rock into account, the authors have studied the relationship between different constitutive models. By transforming material parameters merely, on the basis of Equivalent Mohr-Coulomb Yield Criterion, the researchers achieved the application of these relationship in the computer program-Ansys5.7. They also have discussed the magnitude relationship between the transformed parameters and the original ones. By analyzing the cases of rock slope with obvious sliding surface, the researchers proved that it is liable to replace Mohr-Coulomb Yield Criterion with Equivalent Mohr-Coulomb Yield Criterion. We can use Equivalent Mohr-Coulomb Yield Criterion to simulate rock material, the results are smaller and more conservative than the standard ones. Meanwhile, the authors indicate that it is beneficial to apply Equivalent Mohr-Coulomb Yield Criterion to simulate rock material in rock slope projects with obvious sliding surface which have accurate standard requirements about displacement.
3
Jiang, Zhu Jin, Wu Jun Cai, and Dao Sheng Ling. "Coulomb-Cam Model for Dilatancy and Work-Softening of Sand." Advanced Materials Research 446-449 (January 2012): 1602–5. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.1602.
Full textAbstract:
Cambridge model gets the extensive application, which has advantages of rigorous theoretical derivation and model parameters which can entirely be obtained by triaxial tests, while it has deficiencies of the narrow applicative scope and describing the dilatancy hardly. As the most widely used strength theory, Mohr-Coulomb model can directly represent shear strength of soil material simply, without consideration for compression deformation yet. On account of the critical state of dilatancy defined comprehensively, this paper based on the description of dilatancy combines the advantage of Cambridge model and Mohr-Coulomb strength theory, applying to compression deformation and conciseness of Mohr-coulomb model, reflecting shear deformation and puts forward an elastic-plastic model—Coulomb-Cam model. At last, this constitutive model, proved by the contrast of numerical simulation and GDS triaxial tests is of the priority in representing the dilatancy and work-softening rationally.
4
Tschuchnigg, Franz, Gertraud Medicus, and Barbara Schneider-Muntau. "Slope stability analysis: Barodesy vs linear elastic – perfectly plastic models." E3S Web of Conferences 92 (2019): 16014. http://dx.doi.org/10.1051/e3sconf/20199216014.
Full textAbstract:
The results of slope stability analysis are not unique. Different factors of safety are obtained investigating the same slope. The differences result from different constitutive models including different failure surfaces. In this contribution, different strength reduction techniques for two different constitutive models (linear elastic - perfectly plastic model using a Mohr-Coulomb failure criterion and barodesy) have been investigated on slope stability calculations for two different slope inclinations. The parameters for Mohr – Coulomb are calibrated on peak states of element tests simulated with barodesy for different void ratios. For both slopes the predictions of the factors of safety are higher with barodesy than with Mohr-Coulomb. The difference is to some extend explained by the different shapes of failure surfaces and thus different values for peak strength under plane strain conditions. The plane strain predictions of Mohr-Coulomb are conservative compared to barodesy, where the failure surface coincides with Matsuoka-Nakai.
5
Li, Ning, Biao Ma, and Hao Wang. "Strains Comparisons of Unbound Base/Subbase Layer Using Three Elasto-Plastic Models under Repeated Loads." Applied Sciences 11, no. 19 (October 5, 2021): 9251. http://dx.doi.org/10.3390/app11199251.
Full textAbstract:
The constitutive model is the crucial part for the finite element analyses. To study the elasto-plastic properties of unbound granular materials (UGMs) under repeated vehicular loads, an elasto-plastic constitutive model called revised spatially mobilized plane (SMP) was proposed and validated. In this study, the revised SMP model was used for the plastic strain analyses of a typical three-layer pavement structure. To make comparisons, the Mohr-Coulomb and Druck-Prager models were employed for the numerical computation. The results show that plastic tensile and compressive strains in the horizontal and vertical directions appear on the top surface of UGM using the revised SMP model, but no plastic strains are produced by the Mohr-Coulomb and Druck-Prager models. The distribution of plastic strains in the revised SMP model had a good relationship with the actual loading areas under the vehicular loading, which related to the rutting. With the Mohr-Coulomb and Druck-Prage models, a great plastic strain was produced during the first several loading cycles and hardly increased in the following loading cycles, while the plastic strain in the revised SMP model presented an obvious increasing tendency with increased loading cycles. The predicted permanent deformations of the revised SMP, Mohr-Coulomb and Druck-Prage models were 0.557 mm, 0.78 mm and 0.155 mm, respectively. Our work reveals that the Mohr-Coulomb model may over-predict and Druck-Prage model may under-predict the rutting of pavement in early loading stage and the results proved that the revised SMP model had advantages in the description of the plastic strain of UMG under repeated loads.
6
Wang, Ruofan, Feitao Zeng, and Li Li. "Applicability of Constitutive Models to Describing the Compressibility of Mining Backfill: A Comparative Study." Processes 9, no. 12 (November 26, 2021): 2139. http://dx.doi.org/10.3390/pr9122139.
Full textAbstract:
The compressibility of mining backfill governs its resistance to the closure of surrounding rock mass, which should be well reflected in numerical modeling. In most numerical simulations of backfill, the Mohr–Coulomb elasto-plastic model is used, but is constantly criticized for its poor representativeness to the mechanical response of geomaterials. Finding an appropriate constitutive model to better represent the compressibility of mining backfill is critical and necessary. In this paper, Mohr–Coulomb elasto-plastic model, double-yield model, and Soft Soil model are briefly recalled. Their applicability to describing the backfill compressibility is then assessed by comparing numerical and experimental results of one-dimensional consolidation and consolidated drained triaxial compression tests made on lowly cemented backfills available in the literature. The comparisons show that the Soft Soil model can be used to properly describe the experimental results while the application of the Mohr–Coulomb model and double-yield model shows poor description on the compressibility of the backfill submitted to large and cycle loading. A further application of the Soft Soil model to the case of a backfilled stope overlying a sill mat shows stress distributions close to those obtained by applying the Mohr–Coulomb model when rock wall closure is absent. After excavating the underlying stope, rock wall closure is generated and exercises compression on the overlying backfill. Compared to the results obtained by applying the Soft Soil model, an application of the Mohr–Coulomb model tends to overestimate the stresses in the backfill when the mine depth is small and underestimate the stresses when the mine depth is large due to the poor description of fill compressibility. The Soft Soil model is recommended to describe the compressibility of uncemented or lightly cemented backfill with small cohesions under external compressions associated with rock wall closure.
7
Sun, Hai Jian, and Yong Quan Li. "Numerical Analysis of the Excavation of Deep Pit Based on Mohr-Coulomb Failure Model." Advanced Materials Research 919-921 (April 2014): 697–700. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.697.
Full textAbstract:
The Principles of Mohr-Coulomb failure model and hardening and rate dependence are dealt with in detail. Based on Mohr-Coulomb failure model with isotropic hardening, numerical analysis is conducted . The results calculated show that the horizontal displacement and moment of the continuous wall, and the subsidence of surface outside the pit agree with the objective laws during the excavation. The method adopted and those results gained by numerical method may provide reference to engineering practice.
8
Poklopová, Tereza, Veronika Pavelcová, and Michal Šejnoha. "COMPARING THE HOEK-BROWN AND MOHR-COULOMB FAILURE CRITERIA IN FEM ANALYSIS." Acta Polytechnica CTU Proceedings 30 (April 22, 2021): 69–75. http://dx.doi.org/10.14311/app.2021.30.0069.
Full textAbstract:
This paper revisits the issue of a potential substitutions of the Hoek-Brown failure model by the standard Mohr-Coulomb model in the stability analysis of rock masses. The derivation of equivalent shear strength parameters of the Mohr-Coulomb proposed by Hoek et al. [1] is addressed with emphases on the suitable range of stresses for which the equivalence of the two failure criteria applies. To that end, a simple numerical analysis of the oedometric test is carried out. It is seen that a correct choice of the upper limit of the minimum compressive principal stress is crucial for the Mohr-Coulomb model to provide predictions comparable to the Hoek-Brown model. This issue is addressed next in the light of the solution of slope stability problem. All the presented results were derived with the help of the GEO5 FEM finite element software [2].
9
Sitorus, Pangeran Holong, and Sri Wulandari. "Pengaruh Perilaku Tinggi Muka Air Tanah dengan Variasi Kemiringan Lereng Terhadap Stabilitas Lereng Berbasis Pemodelan Numerik." Jurnal Teknik Sipil 29, no. 2 (August 18, 2022): 145–52. http://dx.doi.org/10.5614/jts.2022.29.2.5.
Full textAbstract:
Abstrak Masalah stabilitas lereng cukup umum dan tersebar luas di banyak proyek teknik sipil. Banyak kasus kelongsoran lereng alami yang disebabkan oleh faktor air, seperti air di permukaan maupun aliran air di dalam tanah. Tujuan dilakukannya penelitian ini untuk membuktikan pengaruh tinggi muka air tanah terhadap stabilitas lereng berbasis pemodelan numerik dengan meninjau nilai faktor keamanan lereng. Penelitian ini dilakukan dengan memodelkan tiga lereng dengan kemiringan yang berbeda menggunakan data tanah masing-masing sebagai Mohr-Coulomb Model dan Soft Soil Model dengan membuat variasi tinggi muka air tanah pada software Plaxis. Hasil yang didapat dari penelitian ini adalah adanya kenaikan nilai faktor keamanan Mohr-Coulomb Model sebesar 1,20 pada lereng Cipendawa, 0,97 pada lereng Semarang dan 1,36 pada lereng Tangerang Selatan sedangkan untuk Soft Soil Model terjadi kenaikan sebesar 1,07 pada lereng Cipendawa, 0,91 pada lereng Semarang dan 1,26 pada lereng Tangerang Selatan. Kenaikan nilai faktor keamanan ini ditinjau dari kondisi muka air tanah 0,5 meter sampai 5,5 meter. Adanya perubahan muka air tanah mempengaruhi nilai faktor keamanan dikarenakan tekanan air pori dapat menimbulkan gaya angkat dan dapat menurunkan kekuatan suatu massa tanah atau batuan penyusun lereng tersebut. Kata-kata Kunci: Muka air tanah, faktor keamanan, mohr-coulomb model, soft soil model. Abstract Slope stability problems are quite common and wide-spread in many civil engineering projects. Many cases of slope failure are caused by groundwater or underground water flow. The aim of this paper is to ensure the effect of groundwater level on slope stability based on numerical modeling by focusing on the value of the safety factor. This paper was conducted by modeling slopes from three different locations which have various angles of inclination using its soil data as Mohr-Coulomb Model and Soft Soil Model by varying the groundwater level in Plaxis. The results obtained from this study is an increment in safety factor value by 1,20 on the slope of Cipendawa, 0,97 on the slope of Semarang and 1,36 on the slope of South Tangerang using Mohr-Coulomb Model. The results generated from Soft Soil Model are safety factor value increment by 1,07 on Cipendawa, 0,91 on Semarang and 1,26 on South Tangerang. The increment of safety factor is being analyzed from the groundwater level fluctuations from 0.5 meters to 5.5 meters. The groundwater level fluctuation could affect the safety factor value because pore water pressure cause lifting and shall reduce the strength of soil mass of the slope. Keywords: Groundwater level, safety factor, mohr-coulomb model, soft soil model.
10
Galic, Mirela, Pavao Marovic, and Zeljana Nikolic. "Modified Mohr‐Coulomb – Rankine material model for concrete." Engineering Computations 28, no. 7 (October 11, 2011): 853–87. http://dx.doi.org/10.1108/02644401111165112.
Full textDissertations / Theses on the topic "Mohr-Coulomb Model"
1
Surarak, Chanaton. "Geotechnical Aspects of the Bangkok MRT Blue Line Project." Thesis, Griffith University, 2011. http://hdl.handle.net/10072/367320.
Full textAbstract:
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
Full Text
2
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/.
Full textAbstract:
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 hipotéticoThis 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
3
Krishna, Y. S. R. "Numerical Analysis Of Large Size Horizontal Strip Anchors." Thesis, Indian Institute of Science, 2000. https://etd.iisc.ac.in/handle/2005/207.
Full textAbstract:
Structures like transmission towers, tele-communication masts, dry-docks, tall chimneys, tunnels and burried pipelines under water etc are subjected to considerable uplift forces. The net effect of external loading on the foundations of these structures results in forces that try to pull the foundations out of the ground. Anchors are usually provided to resist such uplift forces.
Earlier theoretical research of anchor behavior has focused on elastic response and ultimate pullout capacity. Many investigators have proposed techniques for determining the collapse load of anchors. Essentially the approaches involve the use of limit equilibrium concepts, with some assumptions regarding the shape of the failure surface and/or the influence of the soil above the anchor. The possible effect of dilatency and initial stress state are not considered in these methods. A number of investigators have used the results of small size model anchors to understand the behavior and extrapolated the results for predicting the behavior of large sized anchors. This has lead to unsatisfactory results. It has been clearly shown by Dickin (1989) that the failure displacements and load displacement curve patterns are very different for small and large sized anchors, i.e. they are not just proportional to the size of the anchor. Critical pullout load and the load displacement behavior are required for the complete analysis of anchor foundations. Though, many theories have been proposed to predict the uplift capacity within the limits of accuracy required at engineering level, at present no simple rational method is available for computing deformations.
In the present investigation attempts have been made to analyze the load deformation behavior of large size strip anchors in sands, clays and layered soils using two-dimensional explicit finite difference program FLAG (Fast Lagrangian Analysis of Continua), well suited for geomaterials, by assuming soil to be a Mohr-Coulomb material in the case of sands and modified Cam-clay material in the case of clays.
It is now well understood that the shearing resistance of a granular soil mass is derived from two factors frictional resistance and the dilatency of the soil. So the peak friction angle can be divided in to two components critical friction angle Фcv and dilation angle Ψ. Critical friction angle is the true friction angle as a result of frictional resistance at interparticle level when the soil is shearing at constant volume. If Фcv for a given soil remains constant, the value of Ψ has to increase with the increase in initial density of soil packing. The dilatency of a soil mass gradually decreases with continued shearing from its initial high value to zero after very large shear strains, when the soil finally reaches a constant, steady volume at critical states. Correspondingly the observed friction angle Ф reduces from its peak value to Фcv at a very large strain.
In earlier days, clays used to be characterized by the strength parameters c and Ф. often, under undrained conditions, Ф would be even considered zero. But in the recent developments, it is understood that all the strength of clays is frictional. There is nothing like cohesion. The part of shear strength, which appears to be independent of normal stress, is shown to be the effect of over-consolidation and the resulting dilation. Thus although Cam-clay model uses zero cohesion for all clays, it reflects this component of strength through over-consolidation and in a more realistic way. Hence, it is appropriate to consider the pre-consolidation pressure as parameter in the analysis. More specifically, the various aspects covered in this investigation are as follows.
Chapter 1 provides the general introduction. In chapter 2, the existing literature for the analysis of anchors for both experimental and analytical investigations on the pullout capacity of anchors in homogeneous and layered soils and the load deformation behavior of anchors under pullout are briefly reviewed.
Chapter 3 deals with the features and the implementation of the two-dimensional explicit finite difference program, Fast Lagrangian Analysis of Continua (FLAC) and the constitutive modeling of soils. It discusses the background and implementation of Strain softening / hardening model. This model is based on the Mohr- Coulomb model with non-associated shear and associated tension flow rules. In this model the cohesion, friction, dilation and tensile strength may harden or soften after the onset of the plastic yield. Further the critical state concepts and implementation of the modified Cam-clay model have been discussed. Cam-clay model originally developed for clays reflects the hydrostatic pressure or density dependent hardening material response.
Chapter 4 focuses on the analysis of load deformation behavior of large size anchors in granular soils. Two-dimensional explicit finite difference program (FLAC) is used for the simulations and the soil is modeled as a Mohr-Coulomb strain softening/hardening material In this chapter a series of simulations have been carried out on large size anchor plates, with parametric variation. By analyzing these results, a generalized load deformation relationship for different sizes of anchors and different types of soil have been proposed. The results are presented in the form of influence/design charts which can be used in hand calculations to obtain an estimate of anchor capacity and deformation for a wide range of soil types and size of anchors.
Chapter 5 deals with the analysis of the drained and undrained behavior of large size horizontal strip anchors in clays using modified Cam-clay model. Earlier investigators have studied the undrained behavior of anchor plates in clays, but no studies are reported in literature for the drained behavior of anchors in clays. Further it is not clear whether, drained or undrained condition will be critical for an anchor. In this chapter the drained and undrained behavior of large size anchor plates in both normally consolidated and over-consolidated states have been made. It has been found that the undrained pullout capacity of an anchor in a soil of normally consolidated state will always be more than the drained capacity. This is contrast to the usual understanding that undrained behavior is more critical than the drained behavior.
In Chapter 6 an attempt has been made to analyze the behavior of large size anchors in two layered sands and in conditions where backfill material has a higher or lower strength than the native soil, for different shape of excavations. Soil is assumed to be a Mohr-coulomb strain softening/hardening material.
In Chapter 7 the entire investigation covered in earlier chapters has been synthesized and some specific conclusions have been highlighted.
4
Krishna, Y. S. R. "Numerical Analysis Of Large Size Horizontal Strip Anchors." Thesis, Indian Institute of Science, 2000. http://hdl.handle.net/2005/207.
Full textAbstract:
Structures like transmission towers, tele-communication masts, dry-docks, tall chimneys, tunnels and burried pipelines under water etc are subjected to considerable uplift forces. The net effect of external loading on the foundations of these structures results in forces that try to pull the foundations out of the ground. Anchors are usually provided to resist such uplift forces.
Earlier theoretical research of anchor behavior has focused on elastic response and ultimate pullout capacity. Many investigators have proposed techniques for determining the collapse load of anchors. Essentially the approaches involve the use of limit equilibrium concepts, with some assumptions regarding the shape of the failure surface and/or the influence of the soil above the anchor. The possible effect of dilatency and initial stress state are not considered in these methods. A number of investigators have used the results of small size model anchors to understand the behavior and extrapolated the results for predicting the behavior of large sized anchors. This has lead to unsatisfactory results. It has been clearly shown by Dickin (1989) that the failure displacements and load displacement curve patterns are very different for small and large sized anchors, i.e. they are not just proportional to the size of the anchor. Critical pullout load and the load displacement behavior are required for the complete analysis of anchor foundations. Though, many theories have been proposed to predict the uplift capacity within the limits of accuracy required at engineering level, at present no simple rational method is available for computing deformations.
In the present investigation attempts have been made to analyze the load deformation behavior of large size strip anchors in sands, clays and layered soils using two-dimensional explicit finite difference program FLAG (Fast Lagrangian Analysis of Continua), well suited for geomaterials, by assuming soil to be a Mohr-Coulomb material in the case of sands and modified Cam-clay material in the case of clays.
It is now well understood that the shearing resistance of a granular soil mass is derived from two factors frictional resistance and the dilatency of the soil. So the peak friction angle can be divided in to two components critical friction angle Фcv and dilation angle Ψ. Critical friction angle is the true friction angle as a result of frictional resistance at interparticle level when the soil is shearing at constant volume. If Фcv for a given soil remains constant, the value of Ψ has to increase with the increase in initial density of soil packing. The dilatency of a soil mass gradually decreases with continued shearing from its initial high value to zero after very large shear strains, when the soil finally reaches a constant, steady volume at critical states. Correspondingly the observed friction angle Ф reduces from its peak value to Фcv at a very large strain.
In earlier days, clays used to be characterized by the strength parameters c and Ф. often, under undrained conditions, Ф would be even considered zero. But in the recent developments, it is understood that all the strength of clays is frictional. There is nothing like cohesion. The part of shear strength, which appears to be independent of normal stress, is shown to be the effect of over-consolidation and the resulting dilation. Thus although Cam-clay model uses zero cohesion for all clays, it reflects this component of strength through over-consolidation and in a more realistic way. Hence, it is appropriate to consider the pre-consolidation pressure as parameter in the analysis. More specifically, the various aspects covered in this investigation are as follows.
Chapter 1 provides the general introduction. In chapter 2, the existing literature for the analysis of anchors for both experimental and analytical investigations on the pullout capacity of anchors in homogeneous and layered soils and the load deformation behavior of anchors under pullout are briefly reviewed.
Chapter 3 deals with the features and the implementation of the two-dimensional explicit finite difference program, Fast Lagrangian Analysis of Continua (FLAC) and the constitutive modeling of soils. It discusses the background and implementation of Strain softening / hardening model. This model is based on the Mohr- Coulomb model with non-associated shear and associated tension flow rules. In this model the cohesion, friction, dilation and tensile strength may harden or soften after the onset of the plastic yield. Further the critical state concepts and implementation of the modified Cam-clay model have been discussed. Cam-clay model originally developed for clays reflects the hydrostatic pressure or density dependent hardening material response.
Chapter 4 focuses on the analysis of load deformation behavior of large size anchors in granular soils. Two-dimensional explicit finite difference program (FLAC) is used for the simulations and the soil is modeled as a Mohr-Coulomb strain softening/hardening material In this chapter a series of simulations have been carried out on large size anchor plates, with parametric variation. By analyzing these results, a generalized load deformation relationship for different sizes of anchors and different types of soil have been proposed. The results are presented in the form of influence/design charts which can be used in hand calculations to obtain an estimate of anchor capacity and deformation for a wide range of soil types and size of anchors.
Chapter 5 deals with the analysis of the drained and undrained behavior of large size horizontal strip anchors in clays using modified Cam-clay model. Earlier investigators have studied the undrained behavior of anchor plates in clays, but no studies are reported in literature for the drained behavior of anchors in clays. Further it is not clear whether, drained or undrained condition will be critical for an anchor. In this chapter the drained and undrained behavior of large size anchor plates in both normally consolidated and over-consolidated states have been made. It has been found that the undrained pullout capacity of an anchor in a soil of normally consolidated state will always be more than the drained capacity. This is contrast to the usual understanding that undrained behavior is more critical than the drained behavior.
In Chapter 6 an attempt has been made to analyze the behavior of large size anchors in two layered sands and in conditions where backfill material has a higher or lower strength than the native soil, for different shape of excavations. Soil is assumed to be a Mohr-coulomb strain softening/hardening material.
In Chapter 7 the entire investigation covered in earlier chapters has been synthesized and some specific conclusions have been highlighted.
5
Rullière, Adrien. "Etude du comportement au cisaillement d'une discontinuité rocheuse : application aux calculs de stabilité d'un barrage-poids avec prise en compte de la cohésion apparente." Thesis, Aix-Marseille, 2020. http://www.theses.fr/2020AIXM0122.
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Un des modes de rupture redouté des barrages est le cisaillement autour des discontinuités rocheuses du massif de fondation ou de l’interface de fondation roc-béton. Afin d’évaluer la résistance au cisaillement de ces discontinuités, les guides professionnels préconisent la réalisation d’essais de cisaillement et l’utilisation du critère de rupture de Mohr-Coulomb. Une telle démarche permet alors d’obtenir une valeur de cohésion apparente que les guides professionnels suggèrent cependant de négliger dans les calculs de stabilité, privant alors l’ouvrage d’un paramètre de résistance. Issu d’une collaboration entre l’Université de Sherbrooke, INRAE et Hydro-Québec, ce projet à pour objectif d’améliorer l’état des connaissances sur le comportement au cisaillement des discontinuités rocheuses en : i) déterminant expérimentalement les facteurs d’influence et ii) développant un modèle mécanique de comportement au cisaillement des discontinuités rocheuses prenant en compte l’effet de la rugosité.110 essais de cisaillement direct ont été menés afin d’évaluer les effets sur le cisaillement des discontinuités rocheuses de : la rugosité, l’endommagement, l’emboîtement, la contrainte normale, l’effet des propriétés mécaniques du matériau ou du type de contact. Les résultats montrent que la rugosité et l’emboîtement semblent être les deux facteurs d’influence les plus importants. Par la suite des lois empiriques reliant le comportement mécanique au cisaillement d’une discontinuité rocheuse à sa rugosité ont été développées. Ce modèle a ensuite été extrapolé à l’échelle d’un ouvrage et de son massif de fondation à l’aide d’une modélisation numérique aux éléments discretsDams are subject to scheduled inspections to assess their stability. Indeed, shearing phenomena can occur around rock-rock joints inside the rock foundation mass or at the rock-concrete foundation contact. Professional guidelines recommend to perform direct experimental shear tests and to use the Mohr-Coulomb failure criterion to assess the shear strength of these discontinuities. Such a process allows getting an apparent cohesion value from the experimental data. However, for safety reasons, professional standards suggest, that the apparent cohesion should be taken as null. This practice is conservative and motivated by the lack of knowledge about the rock joint shear behavior and failure mechanisms. This PhD project, in collaboration with Université de Sherbrooke, INRAE and Hydro-Québec aims to : i) evaluate through an extensive experimental protocol the factors influencing the rock joint shear behavior and ii) develop a mechanical numerical model that takes into account the effect of roughness on the joints shear behavior. 110 direct shear tests were performed to assess the effect on the shear behavior of roughness, damaging, interlocking, normal load, material mechanical properties or contact. In this study, it appears that the roughness and the interlocking are the two main factors of influence. Empirical relationships between the joint shear mechanical behavior and its roughness were developed. Used with a Mohr-Coulomb mechanical model, it appeared that these relations were suitable to assess the joint shear mechanical behavior. Then, the model was exported to a case study: a dam and its rock mass foundation were modeled with discrete elements methods
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Kováč, Vladimír. "Analýza násypového tělesa na podloží zlepšeném prefabrikovanými vertikálními drény." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2019. http://www.nusl.cz/ntk/nusl-392237.
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The thesis deals with the back analysis of the instrumentated embankment on the subsoil, improved by prefabricated vertical drains. The first part is devoted to the theory of consolidation calculation. Furthermore, the author deals with a parametric study of the analytical calculation of prefabricated drains and the comparsion of the analytical and numerical solution. The last and the largest part of the work is a back analysis of the embankment which was built as a part of the subsoil improvement near the Suez Canal in Egypt by Keller GmbH.
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Xie, Yi-Zheng, and 謝一正. "A study of Mohr－Coulomb model on the stress behavior of vertically loaded pile." Thesis, 1994. http://ndltd.ncl.edu.tw/handle/15112906478738811095.
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Hsieh, Yi-Cheng, and 謝一正. "A study of Mohr－Coulomb model on the stress behavior of vertically loaded pile." Thesis, 1994. http://ndltd.ncl.edu.tw/handle/19376747198876832645.
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碩士國立臺灣科技大學
營建工程技術學系
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In order to understand the stress behavior of vertically loaded piles in sand, the study used a finite difference program-FLAC as a tool to write the analysis program. The Q-S curve, Q-D curve t-z curve, q-z curve as well as f-D curve were studied and were compar edwith the test results. By using the Mohr- Coulomb model for soil elements, it is found that the square element is the best for these cases, and the assymetric model is bettr than the plain model. The boundary effect distances are then four times of pile diameter from the bottom of the pile tip and sixteen times of pile diameter form the side of the shaft. The Poesson''s fatio of pile shaft has little influence on the stress behavior of piles. Once using FLAC and following the rules describde above, one can prdeict the stress behavior of piles with any size of diameter and length in sand when the settlement of the pile top is less than ten percent of the pile diameter. However, the estimation fo pile top settlement will be a little bit conservative when it is larger than ten percent of the pile diameter.
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Silva, Joana Rita Carvalho Henriques da. "Análise numérica de ensaios a 1G em modelos reduzidos de fundações diretas." Master's thesis, 2015. http://hdl.handle.net/10316/38636.
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Dissertação de Mestrado Integrado em Engenharia Civil apresentada à Faculdade de Ciências e Tecnologia da Universidade de Coimbra.As fundações superficiais distribuem cargas estruturais sobre grandes áreas de solo ou rocha perto da superfície, diminuindo a intensidade das cargas aplicadas para níveis admissíveis para solos de fundação. O projeto de uma fundação superficial deve compreender normas básicas de segurança e utilidade funcional. No que diz respeito ao seu dimensionamento, as tensões de contacto não devem exceder a capacidade de carga do solo e é essencial manter o controlo sobre os assentamentos. Para simular o comportamento de uma fundação superficial pode recorrer-se ao ensaio de carga em placa, que tem como objetivo submeter o terreno a solicitações da mesma natureza como forma de previsão. A presente dissertação consiste na análise numérica de ensaios de carga em placa realizados no Laboratório de Geotecnia do DEC-FCTUC recorrendo ao programa de elementos finitos Plaxis. Os modelos numéricos foram concebidos para representar um tanque de altura de 1,5m e área da base de 1,0x1,5m, preenchido com solo arenoso submetido a um carregamento de uma placa circular com 300mm de diâmetro. Com vista a melhorar o comportamento da fundação superficial, estes modelos físicos têm a particularidade de terem sido reforçados através de uma saia estrutural fixada nos bordos da placa. Estudos indicam que, incorporando este novo tipo de reforço na fundação, há redução de assentamentos no solo e aumento da capacidade de carga da mesma. Realizou-se uma análise paramétrica de modo a avaliar a influência do comprimento da saia e da compacidade da areia no comportamento da fundação. Foi também estudada a influência do modelo elástico perfeitamente plástico, Mohr-Coulomb, de um modelo mais complexo nomeadamente o Hardening Soil. e da interface solo/fundação na relação carga/assentamento deste tipo de fundações.
Shallow foundations distribute structural load over large areas of near-surface soil or rock, decreasing the intensity of the applied loads to permissible levels for the foundation soils. The project of a shallow foundation must comprise basic safety functional utility standards. Regarding their design, the stresses can’t exceed the bearing capacity of the soil and, which is essential settlement control. To simulate the behavior of a shallow foundation a plate load test can be used, which has the goal of submitting the terrain to solicitations of the same nature as forecasting measure. The present thesis consists on the numerical modeling of experimental plate load test performed in the Geotechnical Laboratory of DEC-FCTUC, using the finite element program Plaxis. The numerical models were designed to simulate a tank with 1,5 m of height and a floor area of a 1,0x1,5m, filled with sand and submitted to a load of a circular plate with 300mm of diameter. To improve the behavior of a shallow foundation, these models have been reinforced with a structural skirt fixed to the edges. Several studies reported that using this type of reinforcement reduces the soil settlements and increases the bearing capacity of foundation. These simulations allowed the analysis of the influence of the skirt depth and the soil relative density, as well as different soil/foundation interface strength reduction factors using the elastic perfectly plastic model, as named as Mohr-Coulomb model, and a more complex model, the Hardening Soil model.
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Santo, Rafael João Marques Carvalho do Espírito. "Estação do Terreiro do Paço: Análise do projecto e comportamento observado." Master's thesis, 2014. http://hdl.handle.net/10316/38602.
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Dissertação de Mestrado Integrado em Engenharia Civil apresentada à Faculdade de Ciências e Tecnologia da Universidade de CoimbraA Estação de Metropolitano do Terreiro do Paço representa uma das maiores obras geotécnicas alguma vez levadas a cabo em Portugal. Trata-se de uma escavação escorada de profundidade e extensão bastante consideráveis, construída a céu aberto num maciço terroso com elevada deformabilidade e fracas propriedades resistentes. A sua localização, na proximidade do Rio Tejo e de edificado de inestimável valor patrimonial, aliada às características dos solos interessados, fazem dela um excelente case study, não só pela dificuldade que está associada a realizar escavações nestas condições, mas também pela impreterivelmente necessária minimização da magnitude dos assentamentos induzidos à superfície. Deste modo, a primeira parte da presente dissertação é dedicada a uma detalhada descrição acerca dos principais condicionantes ao projeto e da solução adotada para a obra em estudo. Esta análise é acompanhada de uma extensa análise paramétrica em termos de tensões totais, levada a cabo no programa de elementos finitos PLAXIS, na qual se fazem variar aspetos como o pré-esforço aplicado, a rigidez da cortina de contenção, o seu encastramento no sobstrato e a espessura da laje de jet grouting usada como suporte provisório da escavação, de forma a avaliar a sua preponderância no comportamento da obra. Seguidamente, apresentam-se e comentam-se os resultados da modelação, quer usando o modelo elástico perfeitamente plástico, disponível no referido software como Mohr Coulomb Model, quer usando modelos mais elaborados, nomeadamente o Soft Soil Model e o Hardening Soil Model, a fim de aferir acerca da sua adequabilidade para a modelação da obra em estudo.
The Terreiro do Paço Metropolitan Station, is one of the major geotechnical works ever performed in Portugal. It consists of a cut-and-cover braced excavation, with considerable depth and length, executed in highly deformable grounds and low resistant properties. Its location, very close to Tagus river and to historic buildings, in addition to the difficult geotechnical scenery, turns it into an excellent case study, not only because of the difficulty of excavating in such conditions, but also because minimizing the induced settlements at the surface is one of the main concerns. The main purpose of this work is to perform a detailed analysis to the project of the retaining structure and to its on-site observed behaviour, which is complemented by parametric numerical analysis using the finite element programme PLAXIS, in order to evaluate which are the most important factors to the global performance of the excavation. Secondly, a new series of numerical simulations is carried out, using not only the elastic perfectly plastic model that, in the mentioned software, is named as Mohr Coulomb Model, but also more complex models, as the Soft Soil Model and the Hardening Soil Model. These approaches are important in order to evaluate the suitability of these advanced models for predicting the excavation behaviour
Book chapters on the topic "Mohr-Coulomb Model"
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Sharma, Sukrit, Viswanath Parol, and Amit Prashant. "Liquefaction Instability Analysis Using Extended Mohr-Coulomb Model Under Axisymmetric Conditions." In Challenges and Innovations in Geomechanics, 134–41. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-12851-6_17.
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Cui, X. Z., Q. Jin, Q. S. Shang, and S. T. Liu. "Mohr-Coulomb Model Considering Variation of Elastic Modulus and Its Application." In Fracture and Strength of Solids VI, 1445–48. Stafa: Trans Tech Publications Ltd., 2006. http://dx.doi.org/10.4028/0-87849-989-x.1445.
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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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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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Li, Xu, Yuxia Hu, and David White. "Extension of Mohr-Coulomb Model into State Dependent Softening of Sand and Its Application in Large Deformation Analysis." In Springer Series in Geomechanics and Geoengineering, 583–91. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-32814-5_79.
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Yu, Jian-qiang, Qi Li, Yong-lu Wang, and Shuai Tao. "Numerical Simulation of Rockburst Characteristics of Tunnel Surrounding Rock Under Dilatancy Effect." In Advances in Frontier Research on Engineering Structures, 163–73. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-8657-4_15.
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AbstractRockburst is one of the most intense reactions in various instability phenomena of underground cavern surrounding rock, which seriously threatens the safety of underground engineering construction personnel and equipment. Based on Mohr–Coulomb strain softening model, the non-associated flow rule is adopted for plastic flow after material yield. By implanting Gu Ming-cheng and Tao Zhen-yu rockburst criterion in the software, the effects of different dilatancy angles on rockburst grade and circumferential stress distribution of surrounding rock of circular tunnel are simulated. The calculation results show that the larger the dilatancy angle is, the more difficult the rock burst pit is to form. The elements of serious rockburst are mainly concentrated in the wall of the tunnel, and the shear bands formed in the high value area of shear strain increment are short. When the dilatancy angle is small, the circumferential stress reaches the maximum at the interface of elastic-plastic zone. With the increase of dilatancy angle, the number of elements entering the plastic state and occurring medium and severe rockburst increases first and then decreases, while the number of elements occurring slight rockburst decreases monotonously. Different dilatancy angles have significant effects on the number of elements occurring rockburst at all levels.
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Kuznetsov, Sergey, and Ali Al Shemali. "Mohr–Coulomb Models for Dynamic Analysis of Granular Metamaterials in Earthquake Engineering." In Lecture Notes in Civil Engineering, 1–7. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-81289-8_1.
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Wu, Fangxing, Bingtao Tang, Ning Guo, Huiping Li, and Qiaoling Wang. "Ductile Fracture Prediction of Hot-Stamped Boron Steel 22MnB5 with Modified Mohr–Coulomb and Hosford–Coulomb Models." In Forming the Future, 179–87. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-75381-8_14.
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Yang, Z. "Mohr–Coulomb Model." In Material Modeling in Finite Element Analysis, 127–37. CRC Press, 2019. http://dx.doi.org/10.1201/9780367353216-19.
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Qu, Xie, Maosong Huang, Xiaoqiang Gu, and Xilin Lu. "Numerical implementation of a non-local Mohr-Coulomb model." In Computer Methods and Recent Advances in Geomechanics, 187–92. CRC Press, 2014. http://dx.doi.org/10.1201/b17435-29.
Full textConference papers on the topic "Mohr-Coulomb Model"
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Su, Kai, and Yin Li. "Discussion of SRFEM with Mohr-Coulomb Plasticity Model in Slope Stability Analysis." In 2012 IEEE PES Asia-Pacific Power and Energy Engineering Conference (APPEEC). IEEE, 2012. http://dx.doi.org/10.1109/appeec.2012.6307001.
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González Pérez*, H., G. Jin, and G. Agrawal. "Geomechanics Model Development: Robust New Proposal for Determination of Mohr-Coulomb Failure Envelope." In Second EAGE/SPE/AAPG Shale Gas Workshop in the Middle East. Netherlands: EAGE Publications BV, 2014. http://dx.doi.org/10.3997/2214-4609.20142274.
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Xia, Xinbing, Wenxu Huang, Yunhua Guo, and Liangjun Wang. "Effect of Bilinear Mohr-Coulomb Model and Tensile-Compression Ratio on Rock Fracture." In 2022 8th International Conference on Hydraulic and Civil Engineering: Deep Space Intelligent Development and Utilization Forum (ICHCE). IEEE, 2022. http://dx.doi.org/10.1109/ichce57331.2022.10042597.
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Roy, Kshama, Bipul Hawlader, Shawn Kenny, and Ian Moore. "Effects of Post-Peak Softening Behavior of Dense Sand on Lateral and Upward Displacement of Buried Pipelines." In ASME 2015 34th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2015. http://dx.doi.org/10.1115/omae2015-42138.
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Buried pipelines are extensively used in onshore and offshore for transportation of hydrocarbons. The response of pipeline due to lateral and upward relative displacements is one of the major concerns in pipeline design. Both physical modeling and numerical analyses have been performed in the past to understand pipeline-soil interaction mechanisms. The numerical analyses are generally performed using finite element (FE) modeling techniques. For the pipelines buried in sand, a large number of analyses available in the literature have been performed using the Mohr-Coulomb model assigning constant values of angle of internal friction (ϕ′) and dilation (ψ). However, dense sand shows post-peak softening behavior and the behavior of sand also depends on mode of shearing, such as triaxial (TX), direct shear (DS) or direct simple shear (DSS) conditions. In the present study, FE analysis of buried pipelines in dense sand is presented. The first set of analyses are performed using the built-in Mohr-Coulomb model in Abaqus FE software with constant angles of internal friction and dilation, as typically used in previous FE analysis of pipeline-soil interaction. The second set of analyses are performed using a modified Mohr-Coulomb model where pre-peak hardening, post-peak softening, density and confining pressure dependent friction and dilation angles are considered. The FE analyses are performed using the Arbitrary Lagrangian-Eulerian (ALE) approach available in Abaqus/Explicit FE software. The modified Mohr-Coulomb model is implemented in Abaqus FE software using a user defined subroutine. Shear band formation due to strain localization and failure patterns for both lateral and upward pipeline-soil interactions are discussed from the simulations with MC and MMC models. FE results show that the MMC model can simulate the load-displacement behavior and failure pattern better than the simulations with the MC model.
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Mayoral, Juan M., Manuel J. Mendoza, Francisco A. Flores, Miguel P. Romo, and Enrique Ibarra. "Modeling Soil-Pile Interaction under Axial Loading Using a Bilinear Mohr-Coulomb Based Model." In GeoFlorida 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41095(365)17.
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Stoughton, Thomas B., and Jeong Whan Yoon. "Modified Mohr-Coulomb fracture model for anisotropic sheet materials under limited triaxial stress conditions." In NUMISHEET 2014: The 9th International Conference and Workshop on Numerical Simulation of 3D Sheet Metal Forming Processes: Part A Benchmark Problems and Results and Part B General Papers. AIP, 2013. http://dx.doi.org/10.1063/1.4850036.
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Han, Meidong, Zongxi Cai, Yitong Zhang, Chuanyong Qu, and Kui Chen. "A VUMAT of modified Mohr-Coulomb model and its application in TBM tunnelling simulation." In 2016 12th IEEE/ASME International Conference on Mechatronic and Embedded Systems and Applications (MESA). IEEE, 2016. http://dx.doi.org/10.1109/mesa.2016.7587145.
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VASQUEZ RAMIREZ, D. "Extension of the modified Mohr-Coulomb fracture model by a strain rate and temperature dependence." In Material Forming. Materials Research Forum LLC, 2023. http://dx.doi.org/10.21741/9781644902479-152.
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Abstract. During industrial sheet metal processes such as shear cutting, high temperatures and strain rates occur. Due to materials dependency on temperature and strain rate, the numerical fracture modelling should consider these both highly influential factors for accurate simulation results. Since the widely used Modified Mohr-Coulomb (MMC) fracture model does not take the dependency on temperature and strain rate into account, the objective of this research is therefore to extend the MMC fracture model. For the fracture characterization, miniaturised tensile tests under variation of specimen geometry, temperature and strain rate are conducted. Additionally, tensile tests with butterfly specimens under varying stress states are carried out. In order to determine material specific MMC parameters, the experimental tests are numerically depicted in Abaqus. The temperature and strain rate extension of the MMC fracture model is based on the Johnson-Cook failure model. With this approach, a temperature and strain-rate dependent MMC fracture model is developed for the dual phase steel DP980.
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Herrnring, Hauke, and Moritz Braun. "Simulation of a two-dimensional ice crushing processes with the Mohr-Coulomb nodal split model." In INTERNATIONAL CONFERENCE ON MATERIALS ENGINEERING AND MANUFACTURING SYSTEMS: ICMEMS2022. AIP Publishing, 2023. http://dx.doi.org/10.1063/5.0114602.
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Ozer, Hasan, Imad L. Al-Qadi, Khaled I. Hasiba, Hao Wang, and Alejandro Salinas. "Pavement Layer Interface Shear Strength Using a Hyperbolic Mohr-Coulomb Model and Finite Element Analysis." In 2013 Airfield & Highway Pavement Conference. Reston, VA: American Society of Civil Engineers, 2013. http://dx.doi.org/10.1061/9780784413005.122.
Full textReports on the topic "Mohr-Coulomb Model"
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Li, Yaning, Thomasz Wierzbicki, Michael A. Sutton, Junhui Yan, and Xiaomin Deng. Mixed Mode Stable Tearing of Thin Sheet Al 6061-T6 Specimens: Experimental Measurements and Finite Element Simulations using a Modified Mohr-Coulomb Fracture Criterion. Fort Belvoir, VA: Defense Technical Information Center, November 2010. http://dx.doi.org/10.21236/ada531956.
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