A thermo-hydro-mechanically coupled analysis of clay using a thermo-elasto-viscoplastic model
|
|
- Lizbeth Lyons
- 6 years ago
- Views:
Transcription
1 JHUWS05 A thermo-hydro-mechanically coupled analysis of clay using a thermo-elasto-viscoplastic model by F. Oka, S. Kimoto, Y.-S. Kim, N. Takada Department of Civil & Earth Resources Engineering, Kyoto University and Y. Higo Geo-Research Institute 1
2 Outline Background, Objective & Scope Thermo-Elasto-Viscoplastic Model for Clay Thermo-Hydro-Mechanically Coupled FEM Numerical Analysis of Thermal Consolidation Instability analysis Conclusion 2
3 Background THM coupled analysis Environmental, GeoHazard and Energy resources problems Bentonite is used for buffer and backfill material of nuclear waste material (Loret, Heuckel and Gajo, 2004) Hydraulic properties and swelling characteristics of compacted bentonite is temperature dependent. Diffusion of contamination in the ground is dependent on temperature Thermal softening plays a key role in the Dynamic thermo-poro-mechanical analysis of landslides (Vardoulakis, 2002) Thermal consolidation is caused by the pore water pressure development due to volume expansion of soil particles and pore fluid, and thermal viscoplastic softening due to temperature change. (Mitchell et al., 1968, Adachi et al., 1998, Delage, Sultan and Cui, 2000) Methane hydrate has been attracted as a new energy resources Deformation characteristics of geomaterials containing methane hydrate are significantly affected by temperature variation (Kimoto and Oka, 2005). 3
4 Objective Prediction method of THM coupled behavior of clay considering Objective By Thermo-Hydro-Mechanically coupled FEM using Thermo-Elasto-Viscoplastic model Method Temperature dependency and stain softening as well as strain rate sensitivity of clay Volume expansion of soil and water due to an increase of temperature Temperature changes due to plastic stress power Temperature dependent viscosity of pore water (i.e., temperature dependent permeability) 4
5 JHUWS05 Background, Objectives & Scope Thermo-Elasto-Viscoplastic Model for Clay Thermo-Hydro-Mechanically Coupled FEM Instability analysis Example: Numerical Analysis of Thermal Consolidation Conclusions 5
6 Elasto-viscoplastic model considering microstructure changes Overstress type of viscoplasticity (Perzyna 1963; Adachi & Oka 1982,Kimoto 2003) Strain rate sensitivity, creep, stress relaxation, etc. : Viscoplastic stretching tensor : Terzhagi s effective stress : Static yield function : Plastic potential function Overconsolidation boundary surface (Oka 1982) Viscoplastic strain inside overconsolidated region N.C. region : Stress ratio at maximum compression : OC boundary surface :Second invariant of relative stress ratio tensor : Hardening-softening parameter O.C. region Overconsolidation boundary surface 6
7 Elasto-viscoplastic model considering microstructure changes Cam-clay type of static yield function σ σ ' σ ' 1+ e exp( ε λ κ ( s) ma ( s) 0 vp ' my = σ ' myi kk mai ) :dilatancy coefficient : Hardening-softening parameter Viscoplastic flow rule σ ' mb = σ :Mean effective stress ' ma 1+ e0 exp( ε λ κ vp kk ) :viscoplastic parameter :viscoplastic parameter :dilatancy coefficient :Hardening-softening parameter dependent on microstructure changes 7
8 Elasto-viscoplastic model considering microstructure changes Material Instability = Degradation of Microstructure Shrinkage of Static yield function & OC boundary surface Hardening-Softening rule (Kimoto, Oka, & Higo 2004) ( s) σ ' ma ( s) 1+ e0 vp ' ' 1 + e0 vp σ ' ' exp( ) σ exp( ) my = σ myi ε kk mb = σ ma ε kk σ ' mai λ κ λ κ Softening rule Softening parameter of yield function & OC boundary surface, :Structural parameters Accumulated viscoplastic strain (Volumetric strain component+ Deviatoric strain component) :rate of viscoplastic strain 8
9 Consolidation yield stress with higher temperatures and low strain rates is smaller Boudali, Leroueil and Murthy (1994) 9
10 Temperature-dependent viscoplastic parameter Temperature Dependency of Viscoplastic Parameter (Yashima, Leroueil, Oka and Guntro, 1998) based on the results of CRS (constant rate of strain tests) (Boudali et al. 1994) Viscoplastic parameters of the model : is not dependent on temperature :Strain rate :Consolidation yield stress (Strain rate sensitivity by m is not affected by temperature changes) Viscoplastic parameter may depend on Temperature Relation between logarithm of strain rate & consolidation yield stress (Yashima et al.(1998)) 10
11 Temperature-dependent viscoplastic parameter ' σ p Relation between Consolidation Yield stress & Temperature based on the results of CRS (Boudali et al. 1994) is equivalent to '( s) σ myi (Yashima, Leroueil, Oka and Guntro, 1998) :Consolidation yield stress :Consolidation yield stress at the referential temperature :Temperature :Referential temperature : Slope of Relation between logarithm of temperature & consolidation yield stress (Yashima, Leroueil, Oka and Guntro, 1998) 11
12 Temperature-dependent viscoplastic parameter In the one-dimensional consolidation, stress ratio can be assumed to be constant Consolidation yield stress = the initial value of hardening parameter σ σ '( s) ' σ myi p = ' ' mai σ0 :Initial stress :Dilatancy coefficient :Viscoplastic parameter 12
13 Temperature-dependent elastic stretching Additive decomposition of stretching tensor e vp 1 D ij = D ij + D ij + β θ θδ & : Viscoplastic stretching tensor ij 3 : Temperature volume expansion of soil particle due to temperature change : thermal coefficient of expansion for soil particles Elastic stretching due to stress change : Elastic shear modulus : Deviator stress tensor : Mean effective stress : Void ratio : Swelling index 13
14 Numerical simulation of CRS tests under different temperatures (Yashima,Leroueil, Oka, Guntoro, 1998, S&F) 14
15 Numerical simulation of CRS tests under different temperatures (Yashima,Leroueil, Oka, Guntoro, 1998, S&F) 15
16 JHUWS05 Background, Objectives & Scope Thermo-Elasto-Viscoplastic Model for Clay Thermo-Hydro-Mechanically Coupled FEM Instability analysis Example: Numerical Analysis of Thermal Consolidation Conclusions 16
17 Governing equation ~ Equilibrium equations ~ Biot s type of two-phase mixture theory Updated Lagrangian formulation with Jaumann rate of effective Cauchy stress W : spin tensor T : Cauchy stress Equilibrium equations (rate type) :Nominal stress rate (e.g.yatomi et al. 1989) 17
18 Governing equation ~ Continuity equation ~ Continuity equation : volumetric strain rate for solid sleleton : pore water pressure : unit weight of water : permeability coefficient : porosity : fluid density Compressiveness of pore fluid u w = f f K Dii : bulk modulus for pore fluid : volumetric strain rate for pore fluid Volume expansion of pore fluid due to temperature change Assumption: time derivative of fluid density depends only on temperature : volume of fluid : thermal coefficient of fluid 18
19 Governing equation ~ Continuity equation ~ Compressiveness of fluid u w = f f K Dii Volume expansion of pore fluid due to temperature change V& f / V f = D f ii Volume change Pore water pressure Temperature Continuity equation considering temperature change 19
20 Temperature dependency of permeability Temperature dependency of viscosity of water changes coefficient of permeability : Intrinsic permeability : Viscosity of water Experimental formula (Delage et al.1988) µ ( θ ) = ln( θ ) : Unit weight of water Assumption: constant (temperature dependency is very small) 20
21 Governing equation ~ Energy balance equation ~ Energy balance equation : Effective stress tensor : Stretching tensor : Density : Heat flux vector Constitutive equation for ρe& = ρθ c & + T ( D + βθδ) 3 ' e 1 θ & ij ij ij : Rate of internal energy :Temperature : specific heat capacity : elastic stretching tensor Additive decomposition of stretching tensor : Viscoplastic stretching tensor e vp 1 θ Dij = Dij + Dij + β θδ & : thermal coefficient of expansion ij 3 for soil particles 21
22 Governing equation ~ Energy balance equation ~ Energy balance equation e : Internal energy density : Effective stress tensor : Stretching tensor : Density : Heat flux vector Constitutive equation for ρe& = ρθ c & + T ( D + βθδ) 3 ' e 1 θ & ij ij ij : Rate of internal energy :Temperature : specific heat capacity : elastic stretching tensor Additive decomposition of stretching tensor : Viscoplastic stretching tensor e vp 1 θ Dij = Dij + Dij + β θδ & : thermal coefficient of expansion ij 3 for soil particles 22
23 Thermo-Elasto-Viscoplastic Coupling Thermo-Elastic Coupling Continuity equation considering temperature change: Volume expansion of pore fluid Temperature dependent elastic stretching: Volume expansion of soil skeleton Energy balance equation: Thermo-Viscoplastic Coupling Plastic stress power causes temperature change Temperature dependent viscoplastic parameter Temperature changes affect mechanical characteristics of clay 23
24 JHU-WS05 Background, Objectives & Scope Thermo-Elasto-Viscoplastic Model for Clay Thermo-Hydro-Mechanically Coupled FEM Instability analysis Example: Numerical Analysis of Thermal Consolidation Conclusions 24
25 Thermal consolidation Dissipation of pore water pressure induced by both Heating and Viscoplastic thermal softening Consolidation Temperature increase Temperature decrease Consolidation Swelling Relation between height of specimen & temperature (Campanella & Mitchell 1968) 25
26 Material parameters NC clay, (Rikanenpyo(J. Chronological table) 2003) 26
27 Boundary conditions for thermal consolidation Permeable boundary Isothermal boundary (atmospheric temperature: 20 Temperature at heat source Isothermal boundary 60 Pore water & heat are allowed to flow = 100elms Impermeable & adiabatic boundaries 2m : Fixed 2m increase per 1 hour 0 4 hours 148 hours Time : Horizontally fixed ~ Boundary conditions for pore water pressure & temperature ~ ~ increase in temperature at the heat source ~ 27
28 Settlement time relation at node A 4 hour Temperature Displacement (m) hour 40 hour 150 hour hours 0 4 hours Time Node A 2m Time (s) ( 10 5 ) 2m hour 4 hour 40 hour Distribution of temperature ( ) 150hour 28
29 hr 1 hr 4 hr. 10 hr. 40 hr. 80 hr. 150 hr hr (a) Distribution of temperture ( ) 1 hr 4 hr 10 hr 40 hr 80 hr 150 hr (b) Distribution of excess pore water pressure (kpa) hr 1 hr 4 hr 10 hr 40 hr 80 hr 150 hr hr (c) Distribution of mean effective stress (kpa) 1 hr 4 hr 10 hr 40 hr 80 hr 150 hr Fig.7 (d) Distribution of viscoplastic volumetric strain Distribution of Temp., PW, Mean Effective Stress, viscoplastic volumetric strain 29
30 Conclusions We have derived governing equations of thermo-elasto-viscoplastic water-saturated clay by considering thermal viscoplastic softening, volume expansion of soil skeleton and pore water and the temperature dependence of permeability We have proposed a thermo-hydro-mechanically coupled FEM with a thermo-elasto-viscoplastic constitutive model using the finite deformation theory The proposed method is applicable for simulating the thermal consolidation phenomena of clay From the linear instability analysis, strain softening and temperature softening are main causes of the instability 30
31 JHU-WS05 Preliminary stability analysis 31
32 One-dimensional governing equations x ' σ u + w = 0 x σ = Hε + µε& ' vp vp & µ = αθθ ( )& & kθ θ = θ, xx + σε& ρc ρc 1 ' vp & k u u & ε vp w = wxx, α w θ α k w γ w & H: strain hardening softening parameter α : temperature dependent viscous softening parameter 32
33 Thermal softening of viscosity & µ = αθ & 1 µ = µ = aθ b C( θ ) % µ = abθ ( b+ 1) θ% = αθ% α : temperature dependent viscous softening parameter 33
34 Linear instability analysis Perturbation of the strain, the temperature and the pore water pressure in periodic form as: vp ε = ε vp* exp( iqx + ωt) θ = θ * exp( iqx + ωt) u = u * exp( iqx+ωt) w w ω : growth rate of fluctuation q : wave number Fluctuation of viscosity % µ = αθ % 34
35 Governing equation in perturbed state vp *, H, 1 θ 0 αε & µω + kθ 2 1 q ' ω+, σω, 0 vp* = ρc ρc ε 0 kw 2 αω w, ω, q αω k * γ w u w 0 [ A]{ X } = {0} 35
36 Characteristics equation vp αε &, µω + H, 1 k 1 = ω+ σω ρc ρc k,, q θ 2 ' [ A] q,, 0 w 2 αwω ω αkω γ w * θ { X} = vp* ε * uw [ A]{ X } = {0} ω is obtained by the characteristic equation as: det [ A ] = 0 36
37 Stability Characteristics equation k k ασ σ µα ω + + µα + α αε + α ω + ' ' 3 w 2 θ 2 vp k 2 k { q k q kh & 1 w } γw ρc ρc ρc k k k k k σ k k { µ α α αε } ω ρ γ γ ρ ρ ρ γ ρ ' θ 2 w 2 w 2 θ 2 θ 2 vp w 2 θ 2 q q + H q + kh q + kh q & q + q c w w c c c w c k k H q q ρc γ θ 2 w 2 + = w a 2 + a + a = ω ω ω 37
38 Instability 3 + a 2 + a + a = ω ω ω ' ' 1 k { w 2 kθ 2 vp αkσ σ µαk αk αε& 1 α w } k w c c c a1 = q + q + H + µα γ ρ ρ ρ ' 1 k { θ 2 kw 2 kw 2 kθ 2 kθ 2 vp σ kw 2 kθ 2 µ αk αk αε& } k c w w c c c w c a2 = q q + H q + H q + H q q + q µα ρ γ γ ρ ρ ρ γ ρ ω kθ k a3 = H q q ρc γ 2 w 2 w From Routh-Hurwiz s theorem the negative real parts exist if and only if a > 0, a > 0, a > and a a a >
39 Instability ω > 0 On the contrary, from Routh-Hurwitz s criteria the positive real parts may exist if a or 1 < 0 a 2 < 0 or a 3 < 0 or aa a < These conditions are possible if H is negative, namely strain softening, and/or the thermal softening parameter is large enough σ = Hε + µε& ' vp vp µ θ & α b = a µ αθ = & 39
40 Conclusions We have derived governing equations of thermo-elasto-viscoplastic water-saturated clay by considering thermal viscoplastic softening, volume expansion of soil skeleton and pore water and the temperature dependence of permeability We have proposed a thermo-hydro-mechanically coupled FEM with a thermo-elasto-viscoplastic constitutive model using the finite deformation theory The proposed method is applicable for simulating the thermal consolidation phenomena of clay From the linear instability analysis, strain softening and temperature softening are main causes of the instability 40
Instability analysis and numerical simulation of the dissociation process of methane hydrate bearing soil
Computer Methods and Recent Advances in Geomechanics Oka, Murakami, Uzuoka & Kimoto (Eds.) 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0 Instability analysis and numerical simulation of the
More informationAuthor(s) Mirjalili, M.; Kimoto, S.; Oka, F.; Citation Geomechanics and Geoengineering (20.
Elasto-viscoplastic modeling of Osa Titledestructuration and its effect on t embankment Author(s) Mirjalili, M.; Kimoto, S.; Oka, F.; Citation Geomechanics and Geoengineering (2 Issue Date 211-6 URL http://hdl.handle.net/2433/156793
More informationAN ELASTO-PLASTIC LIQUEFACTION ANALYSIS METHOD BASED ON FINITE DEFORMATION THEORY
The Fifteenth KKCNN Symposium on Civil Engineering December 19-20, 2002, Singapore AN ELASTO-PLASTIC LIQUEFACTION ANALYSIS METHOD BASED ON FINITE DEFORMATION THEORY F. Oka, T. Kodaka, R. Morimoto and N.
More informationAdvanced model for soft soils. Modified Cam-Clay (MCC)
Advanced model for soft soils. Modified Cam-Clay (MCC) c ZACE Services Ltd August 2011 1 / 62 2 / 62 MCC: Yield surface F (σ,p c ) = q 2 + M 2 c r 2 (θ) p (p p c ) = 0 Compression meridian Θ = +π/6 -σ
More informationNUMERICAL ANALYSIS OF DAMAGE OF RIVER EMBANKMENT ON SOFT SOIL DEPOSIT DUE TO EARTHQUAKES WITH LONG DURATION TIME
Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, Japan NUMERICAL ANALYSIS OF DAMAGE OF RIVER EMBANKMENT ON SOFT
More informationNUMERICAL MODELING OF INSTABILITIES IN SAND
NUMERICAL MODELING OF INSTABILITIES IN SAND KIRK ELLISON March 14, 2008 Advisor: Jose Andrade Masters Defense Outline of Presentation Randomized porosity in FEM simulations Liquefaction in FEM simulations
More informationMicro-mechanics in Geotechnical Engineering
Micro-mechanics in Geotechnical Engineering Chung R. Song Department of Civil Engineering The University of Mississippi University, MS 38677 Fundamental Concepts Macro-behavior of a material is the average
More informationA Constitutive Framework for the Numerical Analysis of Organic Soils and Directionally Dependent Materials
Dublin, October 2010 A Constitutive Framework for the Numerical Analysis of Organic Soils and Directionally Dependent Materials FracMan Technology Group Dr Mark Cottrell Presentation Outline Some Physical
More informationTIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL
TIME-DEPENDENT BEHAVIOR OF PILE UNDER LATERAL LOAD USING THE BOUNDING SURFACE MODEL Qassun S. Mohammed Shafiqu and Maarib M. Ahmed Al-Sammaraey Department of Civil Engineering, Nahrain University, Iraq
More informationIntro to Soil Mechanics: the what, why & how. José E. Andrade, Caltech
Intro to Soil Mechanics: the what, why & how José E. Andrade, Caltech The What? What is Soil Mechanics? erdbaumechanik The application of the laws of mechanics (physics) to soils as engineering materials
More informationModified Cam-clay triaxial test simulations
1 Introduction Modified Cam-clay triaxial test simulations This example simulates a series of triaxial tests which can be used to verify that Modified Cam-Clay constitutive model is functioning properly.
More informationJuan E. Santos a,b,c, Gabriela B. Savioli a and Robiel Martínez Corredor c a
Juan E. Santos a,b,c, Gabriela B. Savioli a and Robiel Martínez Corredor c a Universidad de Buenos Aires, Fac. Ing., IGPUBA, ARGENTINA b Department of Mathematics, Purdue University, USA c Universidad
More informationMODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING EPS SEMINAR SERIES MARCH 2008
MODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING EPS SEMINAR SERIES MARCH 2008 COLLABORATORS: DR XUXIN TU AND MR KIRK ELLISON THE ROADMAP MOTIVATION
More informationTransactions on Engineering Sciences vol 6, 1994 WIT Press, ISSN
Large strain FE-analyses of localized failure in snow C.H. Liu, G. Meschke, H.A. Mang Institute for Strength of Materials, Technical University of Vienna, A-1040 Karlsplatz 13/202, Vienna, Austria ABSTRACT
More information4 Undrained Cylindrical Cavity Expansion in a Cam-Clay Medium
Undrained Cylindrical Cavity Expansion in a Cam-Clay Medium 4-1 4 Undrained Cylindrical Cavity Expansion in a Cam-Clay Medium 4.1 Problem Statement The stress and pore pressure changes due to the expansion
More informationA Thermo-Hydro-Mechanical Damage Model for Unsaturated Geomaterials
A Thermo-Hydro-Mechanical Damage Model for Unsaturated Geomaterials Chloé Arson ALERT PhD Prize PhD Advisor : Behrouz Gatmiri Paris-Est University, U.R. Navier, geotechnical group (CERMES) This research
More informationEFFECTS OF PLASTIC POTENTIAL ON THE HORIZONTAL STRESS IN ONE-DIMENSIONAL CONSOLIDATION
Journal of GeoEngineering, Vol. 11, No. 1, pp. 27-31, April Iinuma 216 et al.: Effects of Plastic Potential on the Horizontal Stress in One-Dimensional Consolidation 27 http://dx.doi.org/1.631/jog.216.11(1).3
More informationStress and Strains in Soil and Rock. Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University
Stress and Strains in Soil and Rock Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University Stress and Strain ε 1 1 2 ε 2 ε Dimension 1 2 0 ε ε ε 0 1 2 ε 1 1 2 ε 2 ε Plane Strain = 0 1 2
More informationAdapting The Modified Cam Clay Constitutive Model To The Computational Analysis Of Dense Granular Soils
University of Central Florida Electronic Theses and Dissertations Masters Thesis (Open Access) Adapting The Modified Cam Clay Constitutive Model To The Computational Analysis Of Dense Granular Soils 2005
More informationTable of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials 1.3 Scope of This Book 1.4 Historical Development of Geotechnical
More informationExamining the Soil Responses during the Initiation of a Flow Landslide by Coupled Numerical Simulations
The 2012 World Congress on Advances in Civil, Environmental, and Materials Research (ACEM 12) Seoul, Korea, August 26-30, 2012 Examining the Soil Responses during the Initiation of a Flow Landslide by
More informationThe Finite Element Method II
[ 1 The Finite Element Method II Non-Linear finite element Use of Constitutive Relations Xinghong LIU Phd student 02.11.2007 [ 2 Finite element equilibrium equations: kinematic variables Displacement Strain-displacement
More informationMODELING GEOMATERIALS ACROSS SCALES
MODELING GEOMATERIALS ACROSS SCALES JOSÉ E. ANDRADE DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING AFOSR WORKSHOP ON PARTICULATE MECHANICS JANUARY 2008 COLLABORATORS: DR XUXIN TU AND MR KIRK ELLISON
More informationThe Influence of Strain Amplitude, Temperature and Frequency on Complex Shear Moduli of Polymer Materials under Kinematic Harmonic Loading
Mechanics and Mechanical Engineering Vol. 21, No. 1 (2017) 157 170 c Lodz University of Technology The Influence of Strain Amplitude, Temperature and Frequency on Complex Shear Moduli of Polymer Materials
More informationLiquefaction Analysis of Sandy Ground due to Tsunami
Liqueaction Analysis o Sandy Ground due to Tsunami Y. Okumura Kyoto University, Japan R. Kato Nikken Sekkei Civil Engineering Ltd., Japan F. Oka Kyoto University, Japan SUMMARY The 2011 o the Paciic coast
More informationLocalization in Undrained Deformation
Localization in Undrained Deformation J. W. Rudnicki Dept. of Civil and Env. Engn. and Dept. of Mech. Engn. Northwestern University Evanston, IL 621-319 John.Rudnicki@gmail.com Fourth Biot Conference on
More informationWELLBORE STABILITY ANALYSIS IN CHEMICALLY ACTIVE SHALE FORMATIONS
S911 WELLBORE SABILIY ANALYSIS IN CHEMICALLY ACIVE SHALE FORMAIONS by Xiang-Chao SHI *, Xu YANG, Ying-Feng MENG, and Gao LI State Key Laboratory of Oil and Gas Reservoir Geology and Exploitation, Southwest
More informationMECHANICS OF MATERIALS. EQUATIONS AND THEOREMS
1 MECHANICS OF MATERIALS. EQUATIONS AND THEOREMS Version 2011-01-14 Stress tensor Definition of traction vector (1) Cauchy theorem (2) Equilibrium (3) Invariants (4) (5) (6) or, written in terms of principal
More informationCalculation of 1-D Consolidation Settlement
Calculation of 1-D Consolidation Settlement A general theory for consolidation, incorporating threedimensional flow is complicated and only applicable to a very limited range of problems in geotechnical
More informationFinite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit Considering Pore Water Flow and Migration
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Finite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit
More informationFarimah MASROURI. Professor in Geotechnical Engineering. LAEGO : Research Center In Geomechanics & Geoenvironmental Engineering
Farimah MASROURI Professor in Geotechnical Engineering LAEGO : Research Center In Geomechanics & Geoenvironmental Engineering Nancy Université France http://www.laego.org 1/29 Nancy 90 min by TGV Paris
More informationMPM Research Community. Anura3D MPM Software. Verification Manual
MPM Research Community Anura3D MPM Software Verification Manual Version: 2017.1 12 January 2017 Anura3D MPM Software, Verification Manual Edited by: Miriam Mieremet (Deltares Delft, The Netherlands) With
More informationChapter 1. Continuum mechanics review. 1.1 Definitions and nomenclature
Chapter 1 Continuum mechanics review We will assume some familiarity with continuum mechanics as discussed in the context of an introductory geodynamics course; a good reference for such problems is Turcotte
More informationFEM MODEL OF BIOT S EQUATION FREE FROM VOLUME LOCKING AND HOURGLASS INSTABILITY
he 14 th World Conference on Earthquake Engineering FEM MODEL OF BIO S EQUAION FREE FROM OLUME LOCKING AND HOURGLASS INSABILIY Y. Ohya 1 and N. Yoshida 2 1 PhD Student, Dept. of Civil and Environmental
More informationGEO E1050 Finite Element Method Mohr-Coulomb and other constitutive models. Wojciech Sołowski
GEO E050 Finite Element Method Mohr-Coulomb and other constitutive models Wojciech Sołowski To learn today. Reminder elasticity 2. Elastic perfectly plastic theory: concept 3. Specific elastic-perfectly
More informationEvaluation of the predictive ability of two elasticviscoplastic
Evaluation of the predictive ability of two elasticviscoplastic constitutive models Sean D. Hinchberger and R. Kerry Rowe 1675 Abstract: Two elastic-viscoplastic constitutive formulations are evaluated
More informationSafety of Rockfill Dam upon Underwater Explosion Limin Zhang Tianhua Xu
Wuhan University 26 May 215 Safety of Rockfill Dam upon Underwater Explosion Limin Zhang Tianhua Xu Acknowledgement Breaching mechanisms of earth and rockfill dams under extreme dynamic loading conditions
More informationSHEAR STRENGTH OF SOIL
Soil Failure Criteria SHEAR STRENGTH OF SOIL Knowledge about the shear strength of soil important for the analysis of: Bearing capacity of foundations, Slope stability, Lateral pressure on retaining structures,
More informationConstitutive modelling of the thermo-mechanical behaviour of soils
First Training Course: THM behaviour of clays in deep excavation with application to underground radioactive waste disposal Constitutive modelling of the thermo-mechanical behaviour of soils Lyesse LALOUI
More informationModeling and Simulation of the Consolidation Behaviour of Cemented Paste Backfill
Modeling and Simulation of the Consolidation Behaviour of Cemented Paste Backfill Liang Cui and Mamadou Fall Presented by Liang Cui Department of Civil Engineering, University of Ottawa OUTLINE Introduction
More informationNumeric Simulation for the Seabed Deformation in the Process of Gas Hydrate Dissociated by Depressurization
Numeric Simulation for the Seabed Deformation in the Process of Gas Hydrate Dissociated by Depressurization Zhenwei Zhao 1,3 and Xinchun Shang 2 1 Department of Civil Engineering, University of Science
More information3D simulations of an injection test done into an unsaturated porous and fractured limestone
3D simulations of an injection test done into an unsaturated porous and fractured limestone A. Thoraval *, Y. Guglielmi, F. Cappa INERIS, Ecole des Mines de Nancy, FRANCE *Corresponding author: Ecole des
More information2016, Dr. Phil Vardon, All rights reserved. DARSim thanks our invited speakers for providing their presentation materials.
Copyright note: These slides are made available for educational purposes only. No reproduction neither usage of these slides in full or part are allowed, unless a written approval of Dr. Phil Vardon is
More informationCalculation types: drained, undrained and fully coupled material behavior. Dr Francesca Ceccato
Calculation types: drained, undrained and fully coupled material behavior Dr Francesca Ceccato Summary Introduction Applications: Piezocone penetration (CPTU) Submerged slope Conclusions Introduction Porous
More informationPropagation of Seismic Waves through Liquefied Soils
Propagation of Seismic Waves through Liquefied Soils Mahdi Taiebat a,b,, Boris Jeremić b, Yannis F. Dafalias b,c, Amir M. Kaynia a, Zhao Cheng d a Norwegian Geotechnical Institute, P.O. Box 393 Ullevaal
More informationSIMULATION OF RAINFALL AND SEEPAGE FLOW ON UNSATURATED SOIL BY A SEEPAGE - DEFORMATION COUPLED METHOD
Revista Ingenierías Universidad de Medellín SIMULATION OF RAINFALL AND SEEPAGE FLOW ON UNSATURATED SOIL BY A SEEPAGE - DEFORMATION COUPLED METHOD Edwin García - Aristizábal * Carlos Riveros - Jerez **
More informationApplicability of Multi-spring Model Based on Finite Strain Theory to Seismic Behavior of Embankment on Liquefiable Sand Deposit
Applicability of Multi-spring Model Based on Finite Strain Theory to Seismic Behavior of Embankment on Liquefiable Sand Deposit Kyohei Ueda Railway Technical Research Institute, Kokubunji, Tokyo, Japan
More informationThermal and coupled THM analysis
PLAXIS Thermal and coupled THM analysis 2015 TABLE OF CONTENTS TABLE OF CONTENTS 1 Features and limitations 5 2 Governing equations 7 2.1 Non isothermal unsaturated water flow 7 2.2 Mass balance equation
More informationA simple elastoplastic model for soils and soft rocks
A simple elastoplastic model for soils and soft rocks A SIMPLE ELASTO-PLASTIC MODEL FOR SOILS AND SOFT ROCKS by Roberto Nova Milan University of Technology 1. MODEL HISTORY The model is the result of the
More informationF7. Characteristic behavior of solids
F7. Characteristic behavior of solids F7a: Deformation and failure phenomena: Elasticity, inelasticity, creep, fatigue. à Choice of constitutive model: Issues to be considered è Relevance? Physical effect
More informationINFLUENCE OF RAINFALL INTENSITY ON INFILTRATION AND DEFORMATION OF UNSATURATED SOIL SLOPES
INFLUENCE OF RAINFALL INTENSITY ON INFILTRATION AND DEFORMATION OF UNSATURATED SOIL SLOPES INFLUENCIA DE LA INTENSIDAD DE LA LLUVIA EN LA INFILTRACION Y DEFORMACION DE TALUDES PARCIALMENTE SATURADOS EDIN
More informationThermo hydro mechanical coupling for underground waste storage simulations
Thermo hydro mechanical coupling for underground waste storage simulations Clément Chavant - Sylvie Granet Roméo Frenandes EDF R&D 1 Outline Underground waste storage concepts Main phenomena and modelisation
More informationSOIL MODELS: SAFETY FACTORS AND SETTLEMENTS
PERIODICA POLYTECHNICA SER. CIV. ENG. VOL. 48, NO. 1 2, PP. 53 63 (2004) SOIL MODELS: SAFETY FACTORS AND SETTLEMENTS Gabriella VARGA and Zoltán CZAP Geotechnical Department Budapest University of Technology
More informationthe tests under simple shear condition (TSS), where the radial and circumferential strain increments were kept to be zero ( r = =0). In order to obtai
Institute of Industrial Science, niversity of Tokyo Bulletin of ES, No. 4 (0) STESS-DILATANCY CHAACTEISTICS OF SAND IN DAINED CYLIC TOSIONAL SHEA TESTS Seto WAHYDI and Junichi KOSEKI ABSTACT: Stress-dilatancy
More informationFundamentals of Fluid Dynamics: Elementary Viscous Flow
Fundamentals of Fluid Dynamics: Elementary Viscous Flow Introductory Course on Multiphysics Modelling TOMASZ G. ZIELIŃSKI bluebox.ippt.pan.pl/ tzielins/ Institute of Fundamental Technological Research
More informationGeneral method for simulating laboratory tests with constitutive models for geomechanics
General method for simulating laboratory tests with constitutive models for geomechanics Tomáš Janda 1 and David Mašín 2 1 Czech Technical University in Prague, Faculty of Civil Engineering, Czech Republic
More informationMechanics of Earthquakes and Faulting
Mechanics of Earthquakes and Faulting www.geosc.psu.edu/courses/geosc508 Standard Solids and Fracture Fluids: Mechanical, Chemical Effects Effective Stress Dilatancy Hardening and Stability Mead, 1925
More informationTime Rate of Consolidation Settlement
Time Rate of Consolidation Settlement We know how to evaluate total settlement of primary consolidation S c which will take place in a certain clay layer. However this settlement usually takes place over
More informationNumerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading
Numerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading Jorge Castillo, Yong-Beom Lee Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting Inc., USA ABSTRACT
More informationSTUDY OF THE BARCELONA BASIC MODEL. INFLUENCE OF SUCTION ON SHEAR STRENGTH
STUDY OF TH BARCLONA BASIC MODL. INFLUNC OF SUCTION ON SHAR STRNGTH Carlos Pereira ABSTRACT The Barcelona Basic Model, BBM, is one of the most used elasto-plastic models for unsaturated soils. This summary
More informationCompression and swelling. Mechanisms of compression. Mechanisms Common cases Isotropic One-dimensional Wet and dry states
Compression and swelling Mechanisms Common cases Isotropic One-dimensional Wet and dry states The relationship between volume change and effective stress is called compression and swelling. (Consolidation
More informationThe process of consolidation and settlement
Consolidation Based on part of the GeotechniCAL reference package by Prof. John Atkinson, City University, London The process of consolidation and settlement One-dimensional consolidation theory The oedometer
More informationSurcharge Loading On Reduction of Secondary Compression
2014 CREBS Workshop at Deltares Surcharge Loading On Reduction of Secondary Compression Yixing Yuan Andrew J. Whittle MIT Jan.9.2014 Page 1 Surcharging to Reduce Secondary Compression Post-surcharge OCR
More informationTime-dependent behaviour of Italian clay shales
Time-dependent behaviour of Italian clay shales M. Bonini, D. Debernardi, G. Barla, M. Barla Dept. of Structural and Geotechnical Engineering, Politecnico di Torino, Italy Keywords: clay shales, triaxial
More informationA MODEL FOR COUPLED DYNAMIC ELASTO-PLASTIC ANALYSIS OF SOILS
Journal of GeoEngineering, Vol. 7, No. 3, pp. 089-096, December 2012 Fattah et al.: A Model for Coupled Dynamic Elastic Plastic Analysis of Soils 89 A MODEL FOR COUPLED DYNAMIC ELASTO-PLASTIC ANALYSIS
More informationApplication of cyclic accumulation models for undrained and partially drained general boundary value problems
Application of cyclic accumulation models for undrained and partially drained general boundary value problems A. M. Page Risueño Yngres Dag 2014, May 15 th 2014 Introduction Cyclic loads in geotechnical
More informationINVERSE ANALYSIS METHODS OF IDENTIFYING CRUSTAL CHARACTERISTICS USING GPS ARRYA DATA
Problems in Solid Mechanics A Symposium in Honor of H.D. Bui Symi, Greece, July 3-8, 6 INVERSE ANALYSIS METHODS OF IDENTIFYING CRUSTAL CHARACTERISTICS USING GPS ARRYA DATA M. HORI (Earthquake Research
More informationUniversitat Politècnica de Catalunya BARCELONATECH Escola Tècnica Superior d Enginyers de Camins, Canals i Ports. Soil Mechanics.
Universitat Politècnica de Catalunya BARCELONATECH Escola Tècnica Superior d Enginyers de Camins, Canals i Ports Soil Mechanics Chapter 8 Consolidation Chapter 6 1. One-dimensional consolidation theory.
More informationGEOMECHANICAL IMPACT OF SOIL LAYERING IN HYDRATE BEARING SEDIMENTS DURING GAS PRODUCTION
Proceedings of the 7th International Conference on Gas Hydrates (ICGH 2011), Edinburgh, Scotland, United Kingdom, July 17-21, 2011. GEOMECHANICAL IMPACT OF SOIL LAYERING IN HYDRATE BEARING SEDIMENTS DURING
More informationFinite Element Method in Geotechnical Engineering
Finite Element Method in Geotechnical Engineering Short Course on + Dynamics Boulder, Colorado January 5-8, 2004 Stein Sture Professor of Civil Engineering University of Colorado at Boulder Contents Steps
More informationLoading σ Stress. Strain
hapter 2 Material Non-linearity In this chapter an overview of material non-linearity with regard to solid mechanics is presented. Initially, a general description of the constitutive relationships associated
More informationChanges in soil deformation and shear strength by internal erosion
Changes in soil deformation and shear strength by internal erosion C. Chen & L. M. Zhang The Hong Kong University of Science and Technology, Hong Kong, China D. S. Chang AECOM Asia Company Ltd., Hong Kong,
More information8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses.
8.1. What is meant by the shear strength of soils? Solution 8.1 Shear strength of a soil is its internal resistance to shearing stresses. 8.2. Some soils show a peak shear strength. Why and what type(s)
More informationElements of Rock Mechanics
Elements of Rock Mechanics Stress and strain Creep Constitutive equation Hooke's law Empirical relations Effects of porosity and fluids Anelasticity and viscoelasticity Reading: Shearer, 3 Stress Consider
More informationMonitoring of underground construction
Monitoring of underground construction Geotechnical Aspects of Underground Construction in Soft Ground Yoo, Park, Kim & Ban (Eds) 2014 Korean Geotechnical Society, Seoul, Korea, ISBN 978-1-138-02700-8
More informationShear Strength of Soil. Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University
Shear Strength o Soil Hsin-yu Shan Dept. o Civil Engineering National Chiao Tung University Normally Consolidated Clays s u ( ) = 2 1 z c p = s u c 1 is the index o mobilization o shear strength The shear
More informationEU Creep (PIAG-GA )
EU Creep (PIAG-GA-2011-286397) Creep analysis of Onsøy test fill M. Mehli 1 1 Norwegian Geotechnical Institute i Preface This report is part of documentation of work package 1, WP2, (Benchmarking) in the
More informationModelling the excavation damaged zone in Callovo-Oxfordian claystone with strain localisation
Modelling the excavation damaged zone in Callovo-Oxfordian claystone with strain localisation B. Pardoen - F. Collin - S. Levasseur - R. Charlier Université de Liège ArGEnCo ALERT Workshop 2012 Aussois,
More informationCH.9. CONSTITUTIVE EQUATIONS IN FLUIDS. Multimedia Course on Continuum Mechanics
CH.9. CONSTITUTIVE EQUATIONS IN FLUIDS Multimedia Course on Continuum Mechanics Overview Introduction Fluid Mechanics What is a Fluid? Pressure and Pascal s Law Constitutive Equations in Fluids Fluid Models
More informationSoil Constitutive Models and Their Application in Geotechnical Engineering: A Review
Soil Constitutive Models and Their Application in Geotechnical Engineering: A Review Kh Mohd Najmu Saquib Wani 1 Rakshanda Showkat 2 Post Graduate Student, Post Graduate Student, Dept. of Civil Engineering
More informationChapter (12) Instructor : Dr. Jehad Hamad
Chapter (12) Instructor : Dr. Jehad Hamad 2017-2016 Chapter Outlines Shear strength in soils Direct shear test Unconfined Compression Test Tri-axial Test Shear Strength The strength of a material is the
More informationCubzac-les-Ponts Experimental Embankments on Soft Clay
Cubzac-les-Ponts Experimental Embankments on Soft Clay 1 Introduction In the 197 s, a series of test embankments were constructed on soft clay at Cubzac-les-Ponts in France. These full-scale field tests
More information15 Drained and Undrained Triaxial Compression Test on a Cam-Clay Sample
Drained and Undrained Triaxial Compression Test on a Cam-Clay Sample 15-1 15 Drained and Undrained Triaxial Compression Test on a Cam-Clay Sample 15.1 Problem Statement Conventional drained and undrained
More informationNumerical Simulation of ES-SAGD Process in Athabasca Oil Sands with Top Water and Gas Thief Zones. Presented by Xia Bao
Numerical Simulation of ES-SAGD Process in Athabasca Oil Sands with Top Water and Gas Thief Zones Presented by Xia Bao 1 Outline Thermal simulation Optimization on the operating strategy ES-SAGD possibility
More informationMultiphysicscouplings and stability in geomechanics
ALERT Geomaterials 25 th ALERT Workshop, Aussois, France 29 Sept.-1 Oct. 214 Multiphysicscouplings and stability in geomechanics Jean Sulem, Ioannis Stefanou Laboratoire Navier, Ecole des Ponts ParisTech,
More informationBearing Capacity Analysis of Piled Raft Foundation by Numerical Analysis Using Finite Element Method (FEM) for Dhaka- Chittagong Elevated Expressway
Bearing Capacity Analysis of Piled Raft Foundation by Numerical Analysis Using Finite Element Method (FEM) for Dhaka- Chittagong Elevated Expressway Tansir Zaman 1, Mashuk Rahman 1 and Hossain Md Shahin
More informationBifurcation Analysis in Geomechanics
Bifurcation Analysis in Geomechanics I. VARDOULAKIS Department of Engineering Science National Technical University of Athens Greece and J. SULEM Centre d'enseignement et de Recherche en Mecanique des
More informationChapter 1 Introduction
Chapter 1 Introduction 1.1 Statement of the Problem Engineering properties of geomaterials are very important for civil engineers because almost everything we build - tunnels, bridges, dams and others
More informationHydro-Mechanical Modeling of a Shaft Seal in a Deep Geological Repository
Presented at the COMSOL Conference 2010 Boston Hydro-Mechanical Modeling of a Shaft Seal in a Deep Geological Repository D. G. Priyanto Presented at COMSOL Conference 2010 Boston, 2010 October 7-9 Background
More informationAppendix A Results of Triaxial and Consolidation Tests
Appendix A Results of Triaxial and Consolidation Tests Triaxial and consolidation tests were performed on specimens of the soils used for interface testing. The objectives of these tests were as follows:
More information3D MATERIAL MODEL FOR EPS RESPONSE SIMULATION
3D MATERIAL MODEL FOR EPS RESPONSE SIMULATION A.E. Swart 1, W.T. van Bijsterveld 2, M. Duškov 3 and A. Scarpas 4 ABSTRACT In a country like the Netherlands, construction on weak and quite often wet soils
More informationLateral Earth Pressure
1 of 11 6/2/2012 4:28 AM Lateral Earth Pressure The magnitude of lateral earth pressure depends on: 1. Shear strength characteristics of soil 2. Lateral strain condition 3. Pore water pressure 4. State
More informationSECONDARY COMPRESSION BEHAVIOR IN ONE-DIMENSIONAL CONSOLIDATION TESTS
Journal of GeoEngineering, Vol. 7, No., pp. 53-58, August Takeda et al.: Secondary Compression Behavior in One-Dimensional Consolidation Tests 53 SECONDARY COMPRESSION BEHAVIOR IN ONE-DIMENSIONAL CONSOLIDATION
More informationAn evolutionary approach to modelling the thermo mechanical behaviour of unsaturated soils
An evolutionary approach to modelling the thermo mechanical behaviour of unsaturated soils Ahangar Asr, A, Javadi, A and Khalili, N http://dx.doi.org/1.12/nag.2323 Title Authors Type URL An evolutionary
More informationSupplementary information on the West African margin
Huismans and Beaumont 1 Data repository Supplementary information on the West African margin Interpreted seismic cross-sections of the north Angolan to south Gabon west African passive margins 1-3, including
More informationUNIVERSITY OF CALGARY. Time-Independent and Time-Dependent Behavior of Clearwater Clay Shale Underneath
UNIVERSITY OF CALGARY Time-Independent and Time-Dependent Behavior of Clearwater Clay Shale Underneath Large Storage Tanks Laboratory Testing and Numerical Modelling by Ramin Ghassemi A THESIS SUBMITTED
More informationInterpretation of Flow Parameters from In-Situ Tests (P.W. Mayne, November 2001)
Interpretation of Flow Parameters from In-Situ Tests (P.W. Mayne, November 2001) FLOW PROPERTIES Soils exhibit flow properties that control hydraulic conductivity (k), rates of consolidation, construction
More informationUnified Constitutive Model for Engineering- Pavement Materials and Computer Applications. University of Illinois 12 February 2009
Unified Constitutive Model for Engineering- Pavement Materials and Computer Applications Chandrakant S. Desai Kent Distinguished i Lecture University of Illinois 12 February 2009 Participation in Pavements.
More informationDEVELOPING A MICRO-SCALE MODEL OF SOIL FREEZING
Proceedings of ALGORITMY 2016 pp. 234 243 DEVELOPING A MICRO-SCALE MODEL OF SOIL FREEZING A. ŽÁK, M. BENEŠ, AND T.H. ILLANGASEKARE Abstract. In this contribution, we analyze thermal and mechanical effects
More informationNUMERICAL ANALYSIS OF DESICCATION, SHRINKAGE AND CRACKING IN LOW PLASTICITY CLAYEY SOILS
IS Numerical - Modelling analysis of Shrinkage of desiccation, Cracking shrinkage, Porous and Media cracking in low plasticity clayey soils XIV International Conference on Computational Plasticity. Fundamentals
More information