Time-dependent behaviour of Italian clay shales
|
|
- Hugh Wood
- 6 years ago
- Views:
Transcription
1 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 tests, time-dependence, constitutive laws. ABSTRACT: This paper describes the studies carried out on the time-dependent behaviour of clay shales. The interest arises in connection with tunnelling works in Italy through structurally complex formations. Triaxial tests are performed in order to describe the undrained behaviour and the constant deviatoric phase. The clay shales are shown to exhibit significant time-dependence, which is the cause of both the radial and longitudinal displacements taking place at the tunnel face. An advanced visco-plastic constitutive law is used in order to calibrate the material parameters with respect to the laboratory data and to study the tunnel face stability during excavation. 1 Introduction Tunnelling through the Apennines is presently under way in Italy, in connection with the construction of the high speed railway line between Bologna and Firenze. A significant length of large size tunnels is being excavated under difficult conditions, within the Tectonised Clay Shales of the Chaotic Complex (CCTCS), which are shown to exhibit squeezing and swelling behaviour. One of such tunnels is the Raticosa tunnel (Lunardi and Focaracci, 1999). Landslide (b) 1 m dowels PASSO FRA DUE RINFORZI DEL FRONTE SUCCESSIVI BARRE IN VETRORESINA 45-6 inclined BARRE INCLINATE dowels (n. 45 ~ 6) 35-8 (a) horizontal BARRE CENTRALI dowels (n. 35 ~ 8) N S crown CALOTTA invert ARCO ROVESCIO + PIEDRITTI H 12 = 12 m km D 14 = 14 m m 2 CENTINE ACCOPPIATE 2 IPN I 22 mm/m 18-3/m Figure 1. Raticosa tunnel longitudinal profile (left) and details of longitudinal and transversal cross sections (right). 265
2 From North to South (Figure 1 left), the 1.45 m long Raticosa tunnel crosses respectively the CCTCS formation (through a 5.5 km length), marly and arenaceous formations. A landslide, involves approximately 5 m of the tunnel length from the northern portal. The landslide is active with rates of displacement ranging from more than 4 mm/year to -1.5 mm/year. Here the formation has undergone softening and/or weathering processes which have modified both its structure and properties. The recent geological history and the variable structure of the material are likely to have originated a very different mechanical behaviour in terms of time dependence. The Raticosa tunnel has been excavated by the full face method as shown schematically in Figure 1 right. Observation and performance monitoring concurrent with excavation were carried out systematically, comprising convergence and extrusion measurements. Due to the difficult conditions, the cross section of the Raticosa tunnel requires a primary lining (2 cm thick shotcrete layer and steel sets 2IPN18/m, locally 2IPN22/m or HEA3/m) including an arched invert. The final lining is made of reinforced (invert and sidewalls) and plain concrete (crown). The face is reinforced by fiber-glass dowels (2 m long) installed every 1 m of face advance (Figure 1 right). A thin layer of shotcrete is applied to the face during excavation standstills, when installing the fiber-glass dowels. 2 Geotechnical characterisation of the Chaotic Complex Tectonised Clay Shales A detailed description of the geotechnical characterization of the CCTCS is given in Bonini (23) and Bonini et al. (23). Here, only the properties which may be considered useful for the understanding of the following are discussed. The cubic samples obtained at Raticosa tunnel face (chainage m) were taken to the laboratory, where cylindrical specimens (to be adopted for triaxial tests) were cut with great difficulty, also because of the presence of inclusions. The material in excess was used for the determination of physical properties, mineralogical content and for oedometer tests. The CCTCS, classified as inorganic clays of low to average plasticity, are turbidites, with scaly structure heavily modified by tectonic events. Irregular striping is often present while sometimes a chaotic mix of clayey materials is found. The natural water content (5-15%) decreases with the overburden, as the degree of saturation (8-98%) increases with it, indicating a nearly absent water circulation at the rock mass scale. The high swelling potential of the CCTCS was detected by means of X-ray diffraction analyses which proved that the clay fraction (smectite, illite and chlorite) represents more than half of the total, the remaining part being constituted by quartz, calcite and albite (traces). Several oedometer tests (on natural and reconstituted soil, with and without change of pore fluid chemical composition) were performed. Four Huder-Amberg tests allowed for the determination of the swelling coefficient K (Figure 2). The swelling potential of the CCTCS is found to compare well with that exhibited by the S. Donato clay-shales (Barla et al., 1986). Swelling strain [%] K EDO2 - K = 3.2 EDO3 - K = 7.5 EDO4 - K = 5.3 EDO5 - K = 9.9 S. Donato - K = Vertical effective stress [MPa] Figure 2. Huder-Amberg tests and swelling coefficient K: the CCTCS compared with S. Donato clay shales (Barla et al., 1986). 266
3 Three oedometer tests were carried out on reconstituted specimens with the aim of obtaining both the intrinsic properties and the sensitivity of the double diffuse layer to the pore fluid type. The compressibility and swelling index proved to be affected by the cation concentration. The indirect determination of hydraulic conductivity showed that it is strictly dependent on the void index, for both the natural and reconstituted conditions, even if the structure of the CCTCS is essentially different. The hydraulic conductivity proved to be so low that it is likely that swelling behaviour could not develop, at least in the short-term conditions. This is confirmed by the almost total absence of underground water circulation. A total of five triaxial tests (RTC) were performed by means of the Soft Rock Triaxial Apparatus (SRTA) available at the Politecnico di Torino, specifically designed for testing soft rocks in controlled conditions. The testing procedure is complex and involves six different phases dedicated to the simulation of the tunnel behaviour in short and long term conditions (Barla M., 1999). Here only the shearing phase and the undrained creep phase are considered. In fact, due to the low hydraulic conductivity and to the rates of advancement and lining installation, the high displacements developing around the tunnel face are likely to occur in undrained conditions. Deviator stress [kpa] RTC2.1 mm/min RTC4.5 mm/min RTC3.5 mm/min RTC5.1 mm/min RTC1.1 mm/min External axial strain [%] t [kpa] RTC3.77 RTC4.8 RTC2.75 RTC RTC s'/s'o [-] Figure 3. Stress-strain behaviour, showing different axial strain rate values (left) and effective stress paths, giving the B value of each specimen (right). Axial strain rate [%/min / 1] 1 q/q f =.55 1 q/q f =.78 q/q f =.87 1 q/q f = Time [min x 1] Figure 4. Axial strain (left) and axial strain rate (right) versus time during undrained creep phase of RTC tests (q/q f = stress level). The specimens were subjected to an s = constant stress path (s o = 5 kpa), typical of an 267
4 element of ground located at the tunnel sidewall. The consolidation isotropic effective stress and the initial back pressure adopted were considered to be representative of the site conditions. The stress-strain curves illustrated in Figure 3 (left) show an elasto-plastic hyperbolic behaviour, clearly influenced by the rate of imposed axial displacement and the saturation degree. The same considerations apply to the effective stress-paths, which are shown in Figure 3 (right), together with the Mohr-Coulomb failure envelope holding true for the CCTCS of the paleo-landslide zone (c = 2.3 kpa and = 16.6 ). The undrained creep phase performed at the end of the shearing undrained phase, when the desired mobilised strength was attained, allowed one to determine the behaviour of specimens under undrained constant loading conditions (Figure 4 left). It is shown that time-dependent strains develop for a mobilised strength (q/q f ) nearly equal to 5% of the failure value (Figure 4 right). The strain rate is shown not to increase significantly as the stress increases, even if the failure stress deviator is attained. These results demonstrate that the CCTCS may exhibit a significant time dependent behaviour even for a small deviatoric stress. 3 The time-dependent constitutive law In order to represent the mechanical time-dependent behaviour of the CCTCS, Lemaitre s constitutive law was adopted. This law, based on the Perzyna s elasto-viscoplastic theory (Perzyna, 1966; Lemaitre & Chaboche, 1996; Boidy, 22), was developed into the finite difference code Flac (Itasca, 21) and afterwards validated. In the general theory of elasto-viscoplasticity, the strain rate tensor can be split into elastic el and viscoplastic components, to give: el (1) The viscoplastic strain rate tensor can be calculated by the flow rule: G F (2) where is a viscous constitutive parameter, F is the so-called viscous nucleus, F is the yield function, G is the viscoplastic potential function and is the stress tensor. The time-dependency is introduced by modifying the flow rule and by discarding the consistency rule ( df, F ), allowing thus the yield function F to be positive or negative. The viscoplastic potential G defines the direction of the viscoplastic strain rate tensor, while the yield function F influences its modulus by means of the viscous nucleus. The choice of the viscous nucleus is very important to describe the mechanical time-dependent behaviour of soil. It is generally assumed to be a monotonous function of F and to be equal to zero inside the yield surface ( F ) and positive otherwise. A linear, a power law or an exponential function can be used. According to Lemaitre s formulation, the viscous nucleus is assumed to be a power law: F F F n (3) where F is the stress reference unit and n is a viscoplastic constitutive parameter ( n 1). The yield function F is supposed to be divisible into a part f, which depends only on the stress state, and into a part, which depends only on the viscoplastic strain state, according to: f F (4) f coincides with the classic yield function of elasto-plasticy. A Von Mises s yield criterion is assumed: The function 268
5 where q is the so-called equivalent deviatoric stress, q 3 J 2,, where J 2, is the second invariant of the stress deviator. A potential hardening rule is introduced for the yield function F : m n (6) where m is a viscoplastic constitutive parameter ( 1n m ) and is the so-called equivalent viscoplastic strain, 43J, where J is the second invariant of the viscoplastic strain 2, 2, deviator. The yield surface ( F ) is reduced to the hydrostatic axis and it does not change with time. The viscoplastic potential function G is supposed to be equal to f (i.e. the flow rule is associated). With these assumptions, the viscoplastic strains depend on the deviatoric stress state only and do not induce volumetric strains. Therefore equation (2) becomes: 3 n1 m q s (7) 2 where s is the stress deviator. The constitutive parameters n and m define respectively the dependence of viscoplastic strain rate tensor on the equivalent deviatoric stress and on the equivalent viscoplastic strain. The differential equation (7) results in a closed-form solution only when q is constant; otherwise, a numerical method is required. f q (5) 4 Determination of parameters at laboratory scale The viscoplastic constitutive parameters of Lemaitre s law were determined for the CCTCS on the basis of three triaxial undrained creep tests performed at different deviatoric stress levels (required to separate the contribution of the parameters and n ). Assuming that a and r are the axial and radial stresses and that a and r are the axial and radial viscoplastic strains, during a triaxial creep test q a r cost and a 12r. Therefore, equation (7) can be integrated in the time t, to give: 1 n aq t with: ; n ; a 1m 1m Writing equation (8) in logarithmic notation allows one to obtain a linear relationship between ln, as follows: and ln ln ln t with: aq and: ln ln ln (8) ln t a q (9) Figure 5. Procedure for the determination of the parameters (left) and (right) for the Lemaitre s law. 269
6 In each test, the parameter i is defined as the slope of the linear interpolation of the experimental data on the ln ln t plane (Figure 5 left). The parameter is chosen as the arithmetical mean of the three parameters i. Then, for each test, the experimental curve t is normalized with respect to t (Figure 5 right) and the parameter i is assumed as the arithmetical mean of the obtained curve. The parameters and (Figure 6 left) were chosen as the slope and the natural exponential of the intercept with the y axis of the linear interpolation of the three experimental data i - q i calculated for each test, on the plane lni - lnq i. Finally, the parameters, m and n were derived according to equation (8). The constitutive viscoplastic parameters obtained are summarized in Table 1. A comparison between the experimental data and the results of numerical computations is shown in Figure 6 right. The agreement is very good. Table 1. Constitutive parameters of Lemaitre s law (time in years and stresses in kpa) E n 7.14 a 2.85E-6 m Figure 6. Procedure for the determination of the parameters (left) and comparison between the experimental data and numerical computations (right). 5 Application to Raticosa tunnel Numerical analyses were carried out in order to reproduce the tunnel response during excavation, which was performed with the full face method. Particular attention was posed on the chronological sequence of excavation (face advancement, lining installation, ground reinforcement) which is considered to influence significantly the deformational response. For the purpose of representing correctly the three-dimensional effects, an axis-symmetric condition is adopted (Figure 7 left). The tunnel cross section is assumed to be circular, with an equivalent radius of 7 m. The mesh is composed of square elements, with size increasing gradually from.5 m to 4 m when moving from the near vicinity of the tunnel outwards. The primary lining is represented as a.3 m-thick circular ring. The final lining is not considered. The initial state of stress is assumed constant and equal to 1.25 MPa (5 m overburden); the initial pore pressure distribution is constant and equal to 4 kpa. The rock mass is assumed to behave according Lemaitre s law. Referring to the mechanical properties of the rock mass, the viscoplastic constitutive parameters are those determined for the laboratory creep tests (Table 1). The Young modulus E =1 MPa is inferred from the ground 27
7 reaction curve while the Poisson s ratio =.3 is determined from triaxial tests. For the reinforced ground an elastic modulus E increased to 2 MPa is postulated. In the first phase the lining follows a linear elastic law, with the equivalent elastic properties E = 2899 MPa and =.2. The complex excavation sequence requires 254 computational steps, in order to truly follow the real chronological sequence (Figure 7 right) with particular attention paid to: (a) the face advance; (b) the first phase lining installation and (c) the ground reinforcement. According to the low permeability of the clay shales, determined during laboratory tests, the analysis were performed in hydraulic completely-undrained coupled conditions. Figure 7. Sketch of the numerical model of Raticosa tunnel (left) and chronological sequence of excavation (right). 5.1 Numerical results and comparison with monitoring data Figure 8 left shows the comparison of computed and measured values in terms of tunnel convergence for the section at chainage The agreement of the numerical results with the mean measurement is excellent. The lining installation stops rapidly and completely the transversal displacements. Figure 8. Comparisons between numerical results and monitoring data: convergences in section m (left) and longitudinal displacements (extrusion) in section 3+12 m (right). 271
8 Figure 8 right shows the comparison in terms of longitudinal displacements (extrusion) for the sliding micrometer installed in section at chainage As the agreement is very good for the first two measurements (July, 4 and 5), it becomes less satisfactory for the latter ones (July, 6, 15 and 16). From this point of view, it is worth remembering that on July, 16 an important face instability occurred. 6 Conclusions The studies carried out on Italian clay shales in order to describe the time dependent behaviour at laboratory and tunnel scale have been described in this paper. The interest was posed on the triaxial tests of laboratory specimens taken at the face of the Raticosa tunnel, along the Apennines, during the undrained and subsequent constant deviatoric phase. The viscoplastic constitutive parameters of the Lemaitre s law were determined to fit the experimental data successfully. It has been shown that the ground response at the tunnel face and in its surrounding can be described in detail. An axis-symmetric finite difference model was implemented by using the Flac code and the advanced viscoplastic constitutive law above, with parameters based on laboratory testing. The role of time-dependent constitutive laws in the analysis of tunnels in squeezing rock conditions and full face excavation has been underlined. 7 References Barla G., Pazzagli G., Rabagliati U The San Donato tunnel (Florence). Proc. Int. Congress on Large Caverns. Florence, Italy, Barla M Tunnels in swelling ground Simulation of 3D stress paths by triaxial laboratory testing. Ph. D. Thesis, Politecnico di Torino, Italy. Bonini M. 23. Mechanical behaviour of Clay-Shales (Argille Scagliose) and implications on the design of tunnels. Ph. D. Thesis, Politecnico di Torino, Italy. Bonini M., Barla G., Barla M. 23. Characterisation studies of Tectonised Clay Shales and implications in the excavation of large size tunnels. 1 th International Congress on Rock Mechanics ISRM 23, Johannesburg. Boidy E. 22. Modélisation numérique du comportement différé des cavités souterraines. Ph. D. Thesis, Université Joseph Fourier, Grenoble, France. Itasca, 2. FLAC, Fast Lagrangian Analysis of Continua, Version 4.. Itasca Consulting Group Inc. Lemaitre J., Chaboche J.L Mécanique des matériaux solides. Dunod, Lunardi, P. and Focaracci, A The Bologna to Florence high speed railway line: Progress of underground. In Alten et al. (ed.), Challenges of the 21 st Century, Rotterdam: Balkema. Perzyna P Fundamental Problems in Viscoplasticity. Advances in Applied Mechanics, Academic Press, 9,
Numerical modelling from laboratory to in situ scale: some examples
Numerical modelling from laboratory to in situ scale: some examples Marco Barla Dipartimento di Ingegneria Strutturale Edile e Geotecnica Politecnico di Torino www.rockmech.polito.it Outline! Multi scale
More informationTime Dependent Deformations in Squeezing Tunnels
Time Dependent Deformations in Squeezing Tunnels Giovanni Barla, Professor of Rock Mechanics, Department of Structural and Geotechnical Engineering, Politecnico di Torino, Italy; e-mail: giovanni.barla@polito.it
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 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 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 informationNumerical Simulation of Unsaturated Infilled Joints in Shear
University of Wollongong Research Online Coal Operators' Conference Faculty of Engineering and Information Sciences 2018 Numerical Simulation of Unsaturated Infilled Joints in Shear Libin Gong University
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 informationDestructuration of soft clay during Shield TBM tunnelling and its consequences
Destructuration of soft clay during Shield TBM tunnelling and its consequences Hirokazu Akagi Abstract It is very important to prevent ground settlement associated with shield TBM tunnelling in soft ground
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 informationON THE FACE STABILITY OF TUNNELS IN WEAK ROCKS
33 rd 33 Annual rd Annual General General Conference conference of the Canadian of the Canadian Society for Society Civil Engineering for Civil Engineering 33 e Congrès général annuel de la Société canadienne
More informationWeak Rock - Controlling Ground Deformations
EOSC 547: Tunnelling & Underground Design Topic 7: Ground Characteristic & Support Reaction Curves 1 of 35 Tunnelling Grad Class (2014) Dr. Erik Eberhardt Weak Rock - Controlling Ground Deformations To
More informationSoil strength. the strength depends on the applied stress. water pressures are required
Soil Strength Soil strength u Soils are essentially frictional materials the strength depends on the applied stress u Strength is controlled by effective stresses water pressures are required u Soil strength
More informationShear strength. Common cases of shearing In practice, the state of stress in the ground will be complex. Common cases of shearing Strength
Shear strength Common cases of shearing Strength Near any geotechnical construction (e.g. slopes, excavations, tunnels and foundations) there will be both mean and normal stresses and shear stresses. The
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 informationContact between a Tunnel Lining and a Damage-Susceptible Viscoplastic Medium
Copyright 2009 Tech Science Press CMES, vol.52, no.3, pp.279-295, 2009 Contact between a Tunnel Lining and a Damage-Susceptible Viscoplastic Medium Frederic L. Pellet 1 Abstract: In this study, the contact
More informationNumerical analysis of swelling deformations in tunnelling a case study
EURO:TUN 2013 3 rd International Conference on Computational Methods in Tunnelling and Subsurface Engineering Ruhr University Bochum, 17-19 April 2013 Numerical analysis of swelling deformations in tunnelling
More informationConsidering Creep Parameters of Rock Mass to Evaluate the Necessity Thrust for Excavation in Squeezing Ground
ORIGINAL ARTICLE Received 28 Apr. 2014 Accepted 06 May. 2014 Copyright 2014 Scienceline Publication Journal of Civil Engineering and Urbanism Volume 4, Issue 4: 370-377 (2014) ISSN-2252-0430 Considering
More informationLarge deformations in squeezing ground in the Saint-Martin La Porte gallery along the Lyon-Turin Base Tunnel
Underground Space the 4 th Dimension of Metropolises Barták, Hrdina, Romancov & Zlámal (eds) 2007 Taylor & Francis Group, London, ISBN 978-0-415-40807-3 Large deformations in squeezing ground in the Saint-Martin
More informationTheory of Shear Strength
MAJ 1013 ADVANCED SOIL MECHANICS Theory of Shear Strength Prepared by, Dr. Hetty 1 Strength of different materials Steel Concrete Soil Tensile strength Compressive strength Shear strength Complex behavior
More informationScoping Calculations of TBM Advancement in Flysch and Breccias of Strait-of-Gibraltar Tunnel
EURO:TUN 2009 2 nd International Conference on Computational Methods in Tunnelling Ruhr University Bochum, 9-11 September 2009 Aedificatio Publishers, 369-376 Scoping Calculations of TBM Advancement in
More informationSOIL SHEAR STRENGTH. Prepared by: Dr. Hetty Muhammad Azril Fauziah Kassim Norafida
SOIL SHEAR STRENGTH Prepared by: Dr. Hetty Muhammad Azril Fauziah Kassim Norafida What is shear strength Shear strength of a soil is the maximum internal resistance to applied shearing forces Why it is
More informationA thermo-hydro-mechanically coupled analysis of clay using a thermo-elasto-viscoplastic model
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
More informationStress and strain dependent stiffness in a numerical model of a tunnel
Proc. 2 nd Int. Conference on Soil Structure Interaction in Urban Civil Engineering Zurich / March 2002 Stress and strain dependent stiffness in a numerical model of a tunnel J. Bohá Charles University,
More information1.5 STRESS-PATH METHOD OF SETTLEMENT CALCULATION 1.5 STRESS-PATH METHOD OF SETTLEMENT CALCULATION
Module 6 Lecture 40 Evaluation of Soil Settlement - 6 Topics 1.5 STRESS-PATH METHOD OF SETTLEMENT CALCULATION 1.5.1 Definition of Stress Path 1.5. Stress and Strain Path for Consolidated Undrained Undrained
More informationLaboratory Testing Total & Effective Stress Analysis
SKAA 1713 SOIL MECHANICS Laboratory Testing Total & Effective Stress Analysis Prepared by: Dr. Hetty Mohr Coulomb failure criterion with Mohr circle of stress 2 ' 2 ' ' ' 3 ' 1 ' 3 ' 1 Cot Sin c ' ' 2
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 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 information1 Introduction. Abstract
Abstract This paper presents a three-dimensional numerical model for analysing via finite element method (FEM) the mechanized tunneling in urban areas. The numerical model is meant to represent the typical
More informationThe Role of Slope Geometry on Flowslide Occurrence
American Journal of Environmental Sciences 3 (3): 93-97, 27 ISSN 1553-345X 27 Science Publications Corresponding Author: The Role of Slope Geometry on Flowslide Occurrence Chiara Deangeli DITAG, Politecnico
More informationCavity Expansion Methods in Geomechanics
Cavity Expansion Methods in Geomechanics by Hai-Sui Yu School of Civil Engineering, University of Nottingham, U. K. KLUWER ACADEMIC PUBLISHERS DORDRECHT / BOSTON / LONDON TABLE OF CONTENTS Foreword Preface
More informationModule 5: Failure Criteria of Rock and Rock masses. Contents Hydrostatic compression Deviatoric compression
FAILURE CRITERIA OF ROCK AND ROCK MASSES Contents 5.1 Failure in rocks 5.1.1 Hydrostatic compression 5.1.2 Deviatoric compression 5.1.3 Effect of confining pressure 5.2 Failure modes in rocks 5.3 Complete
More informationModule 6: Stresses around underground openings. 6.2 STRESSES AROUND UNDERGROUND OPENING contd.
LECTURE 0 6. STRESSES AROUND UNDERGROUND OPENING contd. CASE : When σ x = 0 For σ x = 0, the maximum tangential stress is three times the applied stress and occurs at the boundary on the X-axis that is
More information(Refer Slide Time: 02:18)
Geology and Soil Mechanics Prof. P. Ghosh Department of Civil Engineering Indian Institute of Technology Kanpur Lecture 40 Shear Strength of Soil - C Keywords: Shear strength of soil, direct shear test,
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 informationLandslide FE Stability Analysis
Landslide FE Stability Analysis L. Kellezi Dept. of Geotechnical Engineering, GEO-Danish Geotechnical Institute, Denmark S. Allkja Altea & Geostudio 2000, Albania P. B. Hansen Dept. of Geotechnical Engineering,
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 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 informationModelling Progressive Failure with MPM
Modelling Progressive Failure with MPM A. Yerro, E. Alonso & N. Pinyol Department of Geotechnical Engineering and Geosciences, UPC, Barcelona, Spain ABSTRACT: In this work, the progressive failure phenomenon
More informationEvaluation of Stress and Strain Induced by the Rock Compaction on a Hydrocarbon Well Completion Using Contact Interfaces with Abaqus
Evaluation of Stress and Strain Induced by the Rock Compaction on a Hydrocarbon Well Completion Using Contact Interfaces with Abaqus G. Capasso and G. Musso * eni E&P, S. Donato Milanese, MI, Italy * now
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 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 informationTheory of Shear Strength
SKAA 1713 SOIL MECHANICS Theory of Shear Strength Prepared by, Dr. Hetty 1 SOIL STRENGTH DEFINITION Shear strength of a soil is the maximum internal resistance to applied shearing forces The maximum or
More informationPLASTICITY FOR CRUSHABLE GRANULAR MATERIALS VIA DEM
Plasticity for crushable granular materials via DEM XIII International Conference on Computational Plasticity. Fundamentals and Applications COMPLAS XIII E. Oñate, D.R.J. Owen, D. Peric and M. Chiumenti
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 informationNumerical modeling of standard rock mechanics laboratory tests using a finite/discrete element approach
Numerical modeling of standard rock mechanics laboratory tests using a finite/discrete element approach S. Stefanizzi GEODATA SpA, Turin, Italy G. Barla Department of Structural and Geotechnical Engineering,
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 informationDESIGN AND CONSTRUCTION OF LARGE
DESIGN AND CONSTRUCTION OF LARGE TUNNELS IN SOIL AND FAULTED ROCK SENTVID TUNNEL MOTORWAY BYPASS OF LJUBLJANA Josef Daller, ic consulenten, Vienna - Austria International NATM Workshop Singapore 2010 LAYOUT
More informationFinite Element Solutions for Geotechnical Engineering
Release Notes Release Date: January, 2016 Product Ver.: GTSNX 2016 (v1.1) Integrated Solver Optimized for the next generation 64-bit platform Finite Element Solutions for Geotechnical Engineering Enhancements
More informationResearch Article Experimental Investigation on Creep Deformation Behavior of Medium-strength Marble Rock
Research Journal of Applied Sciences, Engineering and Technology 7(2): 311-315, 2014 DOI:10.19026/rjaset.7.256 ISSN: 2040-7459; e-issn: 2040-7467 2014 Maxwell Scientific Publication Corp. Submitted: April
More informationGROUND RESPONSE AND SUPPORT MEASURES FOR PIR PANJAL TUNNEL IN THE HIMALAYAS
Ground IGC 2009, Response Guntur, and INDIA Support Measures for Pir Panjal Tunnel in the Himalayas GROUND RESPONSE AND SUPPORT MEASURES FOR PIR PANJAL TUNNEL IN THE HIMALAYAS K.S. Rao Professor, Department
More informationCh 4a Stress, Strain and Shearing
Ch. 4a - Stress, Strain, Shearing Page 1 Ch 4a Stress, Strain and Shearing Reading Assignment Ch. 4a Lecture Notes Sections 4.1-4.3 (Salgado) Other Materials Handout 4 Homework Assignment 3 Problems 4-13,
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 information1.8 Unconfined Compression Test
1-49 1.8 Unconfined Compression Test - It gives a quick and simple measurement of the undrained strength of cohesive, undisturbed soil specimens. 1) Testing method i) Trimming a sample. Length-diameter
More informationSmall-Strain Stiffness and Damping of Soils in a Direct Simple Shear Device
Small-Strain Stiffness and Damping of Soils in a Direct Simple Shear Device B. D Elia, G. Lanzo & A. Pagliaroli Dipartimento di Ingegneria Strutturale e Geotecnica, Università di Roma La Sapienza, Italy.
More informationGeotechnical Properties of Soil
Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate
More informationLecture #6: 3D Rate-independent Plasticity (cont.) Pressure-dependent plasticity
Lecture #6: 3D Rate-independent Plasticity (cont.) Pressure-dependent plasticity by Borja Erice and Dirk Mohr ETH Zurich, Department of Mechanical and Process Engineering, Chair of Computational Modeling
More informationNUMERICAL MODELLING OF THE BRUSNICE TUNNEL
NUMERICAL MODELLING OF THE BRUSNICE TUNNEL Matouš Hilar 1, Jakub Nosek 2 1 D2 Consult Prague and FCE CTU, Zelený pruh 95/97, Prague 4, 140 00, Czech Republic 2 D2 Consult Prague, Zelený pruh 95/97, Prague
More informationObservational Methods and
Observational Methods and NATM System for Observational approach to tunnel design Eurocode 7 (EC7) includes the following remarks concerning an observational method. Four requirements shall all be made
More informationD1. A normally consolidated clay has the following void ratio e versus effective stress σ relationship obtained in an oedometer test.
(d) COMPRESSIBILITY AND CONSOLIDATION D1. A normally consolidated clay has the following void ratio e versus effective stress σ relationship obtained in an oedometer test. (a) Plot the e - σ curve. (b)
More informationEffect of embedment depth and stress anisotropy on expansion and contraction of cylindrical cavities
Effect of embedment depth and stress anisotropy on expansion and contraction of cylindrical cavities Hany El Naggar, Ph.D., P. Eng. and M. Hesham El Naggar, Ph.D., P. Eng. Department of Civil Engineering
More informationDrained Against Undrained Behaviour of Sand
Archives of Hydro-Engineering and Environmental Mechanics Vol. 54 (2007), No. 3, pp. 207 222 IBW PAN, ISSN 1231 3726 Drained Against Undrained Behaviour of Sand Andrzej Sawicki, Waldemar Świdziński Institute
More informationImprovement of a hypoplastic model to predict clay behaviour under undrained conditions
Improvement of a hypoplastic model to predict clay behaviour under undrained conditions Mašín, D. and Herle, I. September 3, 27 Accepted for publication in Acta Geotechnica ABSTRACT A shortcoming of the
More informationA circular tunnel in a Mohr-Coulomb medium with an overlying fault
MAP3D VERIFICATION EXAMPLE 9 A circular tunnel in a Mohr-Coulomb medium with an overlying fault 1 Description This example involves calculating the stresses and displacements on a fault overlying a 5 m
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 Italian approach for the design and the excavation of conventional tunnels: the case of the Fabriano tunnel.
The Italian approach for the design and the excavation of conventional tunnels: the case of the Fabriano tunnel. S. Fuoco, P. Cucino, L. Schiavinato, A. Oss SWS Engineering SpA Infrastructural Department,
More informationChapter 5 Shear Strength of Soil
Page 5 Chapter 5 Shear Strength of Soil. The internal resistance per unit area that the soil mass can offer to resist failure and sliding along any plane inside it is called (a) strength (b) shear strength
More informationShear Strength of Soils
Shear Strength of Soils Soil strength Most of problems in soil engineering (foundations, slopes, etc.) soil withstands shear stresses. Shear strength of a soil is defined as the capacity to resist shear
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 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 informationBrittle Deformation. Earth Structure (2 nd Edition), 2004 W.W. Norton & Co, New York Slide show by Ben van der Pluijm
Lecture 6 Brittle Deformation Earth Structure (2 nd Edition), 2004 W.W. Norton & Co, New York Slide show by Ben van der Pluijm WW Norton, unless noted otherwise Brittle deformation EarthStructure (2 nd
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 informationSSNV221 Hydrostatic test with a behavior DRUCK_PRAGER linear and parabolic
Titre : SSNV221 - Essai hydrostatique avec un comportement[...] Date : 08/08/2011 Page : 1/10 SSNV221 Hydrostatic test with a behavior DRUCK_PRAGER linear and parabolic Summary: The case test proposes
More informationDilation occurrence analysis in gas storage based on the different constitutive models response
Journal of Applied Mathematics and Physics, 014, *, ** Published Online **** 014 in SciRes. http://www.scirp.org/journal/jamp http://dx.doi.org/10.436/jamp.014.***** Dilation occurrence analysis in gas
More informationStability analysis of a borehole wall during horizontal directional drilling
Tunnelling and Underground Space Technology 22 (2007) 620 632 Tunnelling and Underground Space Technology incorporating Trenchless Technology Research www.elsevier.com/locate/tust Stability analysis of
More informationEvaluating the capabilities of some constitutive models in reproducing the experimental behaviour of stiff clay subjected to tunnelling stress paths
Evaluating the capabilities of some constitutive models in reproducing the experimental behaviour of stiff clay subjected to tunnelling stress paths by Monica Valls-Marquez A thesis submitted to The University
More informationNumerical Analysis Differential Methods
EOSC433: Geotechnical Engineering Practice & Design Lecture 8: Deformation Analysis and Elasto-Plastic Yield 1 of 36 Dr. Erik Eberhardt EOSC 433 (Term 2, 2005/06) Numerical Analysis Differential Methods
More informationA PROBABILISTIC APPROACH FOR CHARACTERIZING THE COMPLEX GEOLOGIC ENVIRONMENT FOR DESIGN OF THE NEW METRO DO PORTO
AITES-ITA 2001 World Tunnel Congress PROGRESS IN TUNNELING AFTER 2000 Milano, June 10-13, 2001 Volume III, pp. 463-470 A PROBABILISTIC APPROACH FOR CHARACTERIZING THE COMPLEX GEOLOGIC ENVIRONMENT FOR DESIGN
More informationExcavation Damaged Zone Modelling in Claystone with Coupled Second Gradient Model
Excavation Damaged Zone Modelling in Claystone with Coupled Second Gradient Model Frédéric Collin * and Benoît Pardoen ** Argenco Department University of Liège 1, Chemin des Chevreuils B-4000 Liège, Belgium
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
56 Module 4: Lecture 7 on Stress-strain relationship and Shear strength of soils Contents Stress state, Mohr s circle analysis and Pole, Principal stressspace, Stress pathsin p-q space; Mohr-Coulomb failure
More informationAN IMPORTANT PITFALL OF PSEUDO-STATIC FINITE ELEMENT ANALYSIS
AN IMPORTANT PITFALL OF PSEUDO-STATIC FINITE ELEMENT ANALYSIS S. Kontoe, L. Pelecanos & D.M. Potts ABSTRACT: Finite Element (FE) pseudo-static analysis can provide a good compromise between simplified
More informationEffect of buttress on reduction of rock slope sliding along geological boundary
Paper No. 20 ISMS 2016 Effect of buttress on reduction of rock slope sliding along geological boundary Ryota MORIYA *, Daisuke FUKUDA, Jun-ichi KODAMA, Yoshiaki FUJII Faculty of Engineering, Hokkaido University,
More informationINTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 1, No 4, 2011
Undrained response of mining sand with fines contents Thian S. Y, Lee C.Y Associate Professor, Department of Civil Engineering, Universiti Tenaga Nasional, Malaysia siawyin_thian@yahoo.com ABSTRACT This
More informationSHEAR STRENGTH OF SOIL
SHEAR STRENGTH OF SOIL Necessity of studying Shear Strength of soils : Soil failure usually occurs in the form of shearing along internal surface within the soil. Shear Strength: Thus, structural strength
More informationParticle flow simulation of sand under biaxial test
5th International Conference on Civil Engineering and Transportation (ICCET 2015) Particle flow simulation of sand under biaxial test Xiao-li Dong1,2, a *,Wei-hua Zhang1,a 1 Beijing City University, China
More informationInfluences of material dilatancy and pore water pressure on stability factor of shallow tunnels
Influences of material dilatancy and pore water pressure on stability factor of shallow tunnels YANG Xiao-li( ), HUANG Fu( ) School of Civil and Architectural Engineering, Central South University, Changsha
More informationMining. Slope stability analysis at highway BR-153 using numerical models. Mineração. Abstract. 1. Introduction
Mining Mineração http://dx.doi.org/10.1590/0370-44672015690040 Ricardo Hundelshaussen Rubio Engenheiro Industrial / Doutorando Universidade Federal do Rio Grande do Sul - UFRS Departamento de Engenharia
More informationDERIVATIVE OF STRESS STRAIN, DEVIATORIC STRESS AND UNDRAINED COHESION MODELS BASED ON SOIL MODULUS OF COHESIVE SOILS
International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 7, Jul 2015, pp. 34-43, Article ID: IJCIET_06_07_005 Available online at http://www.iaeme.com/ijciet/issues.asp?jtypeijciet&vtype=6&itype=7
More informationSeismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method
Seismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method E. Yıldız & A.F. Gürdil Temelsu International Engineering Services Inc., Ankara, Turkey SUMMARY: Time history analyses conducted
More informationSHEAR STRENGTH OF SOIL UNCONFINED COMPRESSION TEST
SHEAR STRENGTH OF SOIL DEFINITION The shear strength of the soil mass is the internal resistance per unit area that the soil mass can offer to resist failure and sliding along any plane inside it. INTRODUCTION
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
51 Module 4: Lecture 2 on Stress-strain relationship and Shear strength of soils Contents Stress state, Mohr s circle analysis and Pole, Principal stressspace, Stress pathsin p-q space; Mohr-coulomb failure
More information8 Displacements near the Face of an Advancing Shaft
Displacements near the Face of an Advancing Shaft 8-1 8 Displacements near the Face of an Advancing Shaft 8.1 Problem Statement A circular shaft is excavated in chalk and lined with monolithic precast
More informationAnalytical and Numerical Investigations on the Vertical Seismic Site Response
Analytical and Numerical Investigations on the Vertical Seismic Site Response Bo Han, Lidija Zdravković, Stavroula Kontoe Department of Civil and Environmental Engineering, Imperial College, London SW7
More informationFinite Element Solutions for Geotechnical Engineering
Release Notes Release Date: July, 2015 Product Ver.: GTSNX 2015 (v2.1) Integrated Solver Optimized for the next generation 64-bit platform Finite Element Solutions for Geotechnical Engineering Enhancements
More informationMEMORANDUM SUBJECT: CERTIFICATE IN ROCK MECHANICS PAPER 1 : THEORY SUBJECT CODE: COMRMC MODERATOR: H YILMAZ EXAMINATION DATE: OCTOBER 2017 TIME:
MEMORANDUM SUBJECT: CERTIFICATE IN ROCK MECHANICS PAPER 1 : THEORY EXAMINER: WM BESTER SUBJECT CODE: COMRMC EXAMINATION DATE: OCTOBER 2017 TIME: MODERATOR: H YILMAZ TOTAL MARKS: [100] PASS MARK: (60%)
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 information3D ANALYSIS OF STRESSES AROUND AN UNLINED TUNNEL IN ROCK SUBJECTED TO HIGH HORIZONTAL STRESSES
3D ANALYSIS OF STRESSES AROUND AN UNLINED TUNNEL IN ROCK SUBJECTED TO HIGH HORIZONTAL STRESSES Abdel Meguid, M. Graduate Student, Department of Civil Engineering, University of Western Ontario, London,
More informationTriaxial Shear Test. o The most reliable method now available for determination of shear strength parameters.
TOPICS Introduction Components of Shear Strength of Soils Normal and Shear Stresses on a Plane Mohr-Coulomb Failure Criterion Laboratory Shear Strength Testing Direct Shear Test Triaxial Compression Test
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 informationFollowing are the results of four drained direct shear tests on an overconsolidated clay: Diameter of specimen 50 mm Height of specimen 25 mm
444 Chapter : Shear Strength of Soil Example. Following are the results of four drained direct shear tests on an overconsolidated clay: Diameter of specimen 50 mm Height of specimen 5 mm Normal Shear force
More informationNumerical Investigation of the Effect of Recent Load History on the Behaviour of Steel Piles under Horizontal Loading
Numerical Investigation of the Effect of Recent Load History on the Behaviour of Steel Piles under Horizontal Loading K. Abdel-Rahman Dr.-Ing., Institute of Soil Mechanics, Foundation Engineering and Waterpower
More information