A Review and Investigation of the Non-Newtonian Properties of Lavas Based on Laboratory Experiments with Analogue Materials 1 2 BAGDASSAROV N
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An Empirical Approach for Tunnel Support Design Through Q and Rmi Systems in Fractured Rock Mass
applied sciences Article An Empirical Approach for Tunnel Support Design through Q and RMi Systems in Fractured Rock Mass Jaekook Lee 1, Hafeezur Rehman 1,2, Abdul Muntaqim Naji 1,3, Jung-Joo Kim 4 and Han-Kyu Yoo 1,* 1 Department of Civil and Environmental Engineering, Hanyang University, 55 Hanyangdaehak-ro, Sangnok-gu, Ansan 426-791, Korea; [email protected] (J.L.); [email protected] (H.R.); [email protected] (A.M.N.) 2 Department of Mining Engineering, Faculty of Engineering, Baluchistan University of Information Technology, Engineering and Management Sciences (BUITEMS), Quetta 87300, Pakistan 3 Department of Geological Engineering, Faculty of Engineering, Baluchistan University of Information Technology, Engineering and Management Sciences (BUITEMS), Quetta 87300, Pakistan 4 Korea Railroad Research Institute, 176 Cheoldobangmulgwan-ro, Uiwang-si, Gyeonggi-do 16105, Korea; [email protected] * Correspondence: [email protected]; Tel.: +82-31-400-5147; Fax: +82-31-409-4104 Received: 26 November 2018; Accepted: 14 December 2018; Published: 18 December 2018 Abstract: Empirical systems for the classification of rock mass are used primarily for preliminary support design in tunneling. When applying the existing acceptable international systems for tunnel preliminary supports in high-stress environments, the tunneling quality index (Q) and the rock mass index (RMi) systems that are preferred over geomechanical classification due to the stress characterization parameters that are incorporated into the two systems. However, these two systems are not appropriate when applied in a location where the rock is jointed and experiencing high stresses. This paper empirically extends the application of the two systems to tunnel support design in excavations in such locations. -
FHWA/TX-07/0-5202-1 Accession No
Technical Report Documentation Page 1. Report No. 2. Government 3. Recipient’s Catalog No. FHWA/TX-07/0-5202-1 Accession No. 4. Title and Subtitle 5. Report Date Determination of Field Suction Values, Hydraulic Properties, August 2005; Revised March 2007 and Shear Strength in High PI Clays 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. Jorge G. Zornberg, Jeffrey Kuhn, and Stephen Wright 0-5202-1 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Center for Transportation Research 11. Contract or Grant No. The University of Texas at Austin 0-5202 3208 Red River, Suite 200 Austin, TX 78705-2650 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Texas Department of Transportation Technical Report Research and Technology Implementation Office September 2004–August 2006 P.O. Box 5080 14. Sponsoring Agency Code Austin, TX 78763-5080 15. Supplementary Notes Project performed in cooperation with the Texas Department of Transportation and the Federal Highway Administration. Project Title: Determination of Field Suction Values in High PI Clays for Various Surface Conditions and Drain Installations 16. Abstract Moisture infiltration into highway embankments constructed by the Texas Department of Transportation (TxDOT) using high Plasticity Index (PI) clays results in changes in shear strength and in flow pattern that leads to recurrent slope failures. In addition, soil cracking over time increases the rate of moisture infiltration. The overall objective of this research is to determine the suction, hydraulic properties, and shear strength of high PI Texas clays. Specifically, two comprehensive experimental programs involving the characterization of unsaturated properties and the shear strength of a high PI clay (Eagle Ford clay) were conducted. -
Evaluation of Soil Dilatancy
The Influence of Grain Shape on Dilatancy Item Type text; Electronic Dissertation Authors Cox, Melissa Reiko Brooke Publisher The University of Arizona. Rights Copyright © is held by the author. Digital access to this material is made possible by the University Libraries, University of Arizona. Further transmission, reproduction or presentation (such as public display or performance) of protected items is prohibited except with permission of the author. Download date 24/09/2021 03:25:54 Link to Item http://hdl.handle.net/10150/195563 THE INFLUENCE OF GRAIN SHAPE ON DILATANCY by MELISSA REIKO BROOKE COX ________________________ A Dissertation Submitted to the Faculty of the DEPARTMENT OF CIVIL ENGINEERING AND ENGINEERING MECHANICS In Partial Fulfillment of the Requirements For the Degree of DOCTOR OF PHILOSOPHY WITH A MAJOR IN CIVIL ENGINEERING In the Graduate College THE UNIVERISTY OF ARIZONA 2 0 0 8 2 THE UNIVERSITY OF ARIZONA GRADUATE COLLEGE As members of the Dissertation Committee, we certify that we have read the dissertation prepared by Melissa Reiko Brooke Cox entitled The Influence of Grain Shape on Dilatancy and recommend that it be accepted as fulfilling the dissertation requirement for the Degree of Doctor of Philosophy ___________________________________________________________________________ Date: October 17, 2008 Muniram Budhu ___________________________________________________________________________ Date: October 17, 2008 Achintya Haldar ___________________________________________________________________________ Date: October 17, 2008 Chandrakant S. Desai ___________________________________________________________________________ Date: October 17, 2008 John M. Kemeny Final approval and acceptance of this dissertation is contingent upon the candidate’s submission of the final copies of the dissertation to the Graduate College. I hereby certify that I have read this dissertation prepared under my direction and recommend that it be accepted as fulfilling the dissertation requirement. -
Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics
Slope Stability 101 Basic Concepts and NOT for Final Design Purposes! Slope Stability Analysis Basics Shear Strength of Soils Ability of soil to resist sliding on itself on the slope Angle of Repose definition n1. the maximum angle to the horizontal at which rocks, soil, etc, will remain without sliding Shear Strength Parameters and Soils Info Φ angle of internal friction C cohesion (clays are cohesive and sands are non-cohesive) Θ slope angle γ unit weight of soil Internal Angles of Friction Estimates for our use in example Silty sand Φ = 25 degrees Loose sand Φ = 30 degrees Medium to Dense sand Φ = 35 degrees Rock Riprap Φ = 40 degrees Slope Stability Analysis Basics Explore Site Geology Characterize soil shear strength Construct slope stability model Establish seepage and groundwater conditions Select loading condition Locate critical failure surface Iterate until minimum Factor of Safety (FS) is achieved Rules of Thumb and “Easy” Method of Estimating Slope Stability Geology and Soils Information Needed (from site or soils database) Check appropriate loading conditions (seeps, rapid drawdown, fluctuating water levels, flows) Select values to input for Φ and C Locate water table in slope (critical for evaluation!) 2:1 slopes are typically stable for less than 15 foot heights Note whether or not existing slopes are vegetated and stable Plan for a factor of safety (hazards evaluation) FS between 1.4 and 1.5 is typically adequate for our purposes No Flow Slope Stability Analysis FS = tan Φ / tan Θ Where Φ is the effective -
Stability Charts for a Tall Tunnel in Undrained Clay
Int. J. of GEOMATE, April, 2016, Vol. 10, No. 2 (Sl. No. 20), pp. 1764-1769 Geotech., Const. Mat. and Env., ISSN: 2186-2982(P), 2186-2990(O), Japan STABILITY CHARTS FOR A TALL TUNNEL IN UNDRAINED CLAY Jim Shiau1, Mathew Sams1 and Jing Chen1 1School of Civil Engineering and Surveying, University of Southern Queensland, Australia ABSTRACT The stability of a plane strain tall rectangular tunnel in undrained clay is investigated in this paper using shear strength reduction technique. The finite difference program FLAC is used to determine the factor of safety for unsupported tall rectangular tunnels. Numerical results are compared with upper and lower bound limit solutions, and the comparison finds a very good agreement with solutions to be within 5% difference. Design charts for tall rectangular tunnels are then presented for a wide range of practical scenarios using dimensionless ratios ~ a similar approach to Taylor’s slope stability chart. A number of typical examples are presented to illustrate the potential usefulness for practicing engineers. Keywords: Stability Analysis, Tall Tunnel, Undrained Clay, Factor of Safety, FLAC, Strength Reduction Method INTRODUCTION C/D and the strength ratio Su/γD. This approach is very similar to the widely used Taylor’s design chart The critical geotechnical aspects for tunnel design for slope stability analysis (Taylor, 1937) [9]. discussed by Peck (1969) in [1] are: stability during construction, ground movements, and the determination of structural forces for the lining design. The focus of this paper is on the design consideration of tunnel stability that was expressed by a stability number initially defined by Broms and Bennermark (1967) [2] in equation 1: = (1) − + Fig. -
Shear Strength Examples.Pdf
444 Chapter 12: Shear Strength of Soil Example 12.2 Following are the results of four drained direct shear tests on an overconsolidated clay: • Diameter of specimen ϭ 50 mm • Height of specimen ϭ 25 mm Normal Shear force at Residual shear Test force, N failure, Speak force, Sresidual no. (N) (N) (N) 1 150 157.5 44.2 2 250 199.9 56.6 3 350 257.6 102.9 4 550 363.4 144.5 © Cengage Learning 2014 t t Determine the relationships for peak shear strength ( f) and residual shear strength ( r). Solution 50 2 Area of the specimen 1A2 ϭ 1p/42 a b ϭ 0.0019634 m2. Now the following 1000 table can be prepared. Residual S shear peak S force, T ϭ residual ؍ Normal Normal Peak shearT S f r Test force, N stress, force, Speak A Sresidual A no. (N) (kN/m2) (N) (kN/m2) (N) (kN/m2) 1 150 76.4 157.5 80.2 44.2 22.5 2 250 127.3 199.9 101.8 56.6 28.8 3 350 178.3 257.6 131.2 102.9 52.4 4 550 280.1 363.4 185.1 144.5 73.6 © Cengage Learning 2014 t t sЈ The variations of f and r with are plotted in Figure 12.19. From the plots, we find that t 2 ϭ ؉ S Peak strength: f (kN/m ) 40 tan 27 t 2 ϭ S Residual strength: r(kN/m ) tan 14.6 (Note: For all overconsolidated clays, the residual shear strength can be expressed as t ϭ sœ fœ r tan r fœ ϭ where r effective residual friction angle.) Copyright 2012 Cengage Learning. -
Overview of Retrogressive Landslide Risk Analysis in Sensitive Clay Slope
geosciences Review Overview of Retrogressive Landslide Risk Analysis in Sensitive Clay Slope Blanche Richer * , Ali Saeidi , Maxime Boivin and Alain Rouleau Department of Applied Sciences, University of Quebec at Chicoutimi, Chicoutimi, QC G7H 2B1, Canada; [email protected] (A.S.); [email protected] (M.B.); [email protected] (A.R.) * Correspondence: [email protected] Received: 2 June 2020; Accepted: 18 July 2020; Published: 22 July 2020 Abstract: Sensitive clays are known for producing retrogressive landslides, also called spread or flowslides. The key characteristics associated with the occurrence of these landslides on a sensitive clay slope must be assessed, and the potential retrogressive distance must be evaluated. Common risk analysis methods include empirical methods for estimating the distance of potential retrogression, analytical limit equilibrium methods, numerical modelling methods using the strength reduction technique, and the integration of a progressive failure mechanism into numerical methods. Methods developed for zoning purposes in Norway and Quebec provide conservative results in most cases, even if they don’t cover the worst cases scenario. A flowslide can be partially analysed using analytical limit equilibrium methods and numerical methods having strength reduction factor tools. Numerical modelling of progressive failure mechanisms using numerical methods can define the critical parameters of spread-type landslides, such as critical unloading and the retrogression distance of the failure. Continuous improvements to the large-deformation numerical modeling approach allow its application to all types of sensitive clay landslides. Keywords: sensitive clay; quick clay; landslide; stability analysis; failure type; retrogressive distance 1. Introduction Clays are constituted of fine-grained soil material having a grain size of less than approximately 0.05 mm. -
Soil Strength and Slope Stability
Soil Strength and Slope Stability J. Michael Duncan Stephen G. Wright WILEY JOHN WILEY & SONS, INC. TJ FA 411 PAGE 001 CONTENTS Preface ix CHAPTER 1 INTRODUCTION CHAPTER 2 EXAMPLES AND CAUSES OF SLOPE FAILURE 5 Examples of Slope Failure 5 Causes of Slope Failure 14 Summary 17 CHAPTER SOIL MECHANICS PRINCIPLES 19 Drained and Undrained Conditions 19 Total and Effective Stresses 21 Drained and Undrained Shear Strengths 22 Basic Requirements for Slope Stability Analyses 26 CHAPTER 4 STABILITY CONDITIONS FOR ANALYSES 31 End-of-Construction Stability 31 Long-Term Stability 32 Rapid (Sudden) Drawdown 32 Earthquake 33 Partial Consolidation and Staged Construction 33 Other Loading Conditions 33 CHAPTER 5 SHEAR STRENGTHS OF SOIL AND MUNICIPAL SOLID WASTE 35 Granular Materials 35 Silts 40 Clays 44 Municipal Solid Waste 54 CHAPTER 6 MECHANICS OF LIMIT EQUILIBRIUM PROCEDURES 55 Definition of the Factor of Safety 55 Equilibrium Conditions 56 Single Free-Body Procedures 57 Procedures of Slices: General 63 v TJ FA 411 PAGE 002 vi CONTENTS Procedures of Slices: Circular Slip Surfaces 63 Procedures of Slices: Noncircular Slip Surfaces 71 Assumptions, Equilibrium Equations, and Unknowns 83 Representation of Interslice Forces (Side Forces) 83 Computations with Anisotropic Shear Strengths 90 Computations with Curved Failure Envelopes and 9O Anisotropic Shear Strengths Alternative Definitions of the Factor of Safety 91 Pore Water Pressure Representation 95 CHAPTER 7 METHODS OF ANALYZING SLOPE STABILITY 103 Simple Methods of Analysis 103 Slope Stability Charts -
Laboratory Studies of Granular Materials Under Shear: from Avalanches to Force Chains
Laboratory studies of granular materials under shear: from avalanches to force chains Thesis by Eloïse Marteau In Partial Fulfillment of the Requirements for the degree of Doctor of Philosophy CALIFORNIA INSTITUTE OF TECHNOLOGY Pasadena, California 2018 Defended October 25, 2017 ii © 2018 Eloïse Marteau ORCID: 0000-0001-7696-6264 All rights reserved iii ACKNOWLEDGEMENTS I would like to express my sincere gratitude to my advisor, Prof. José Andrade, whose insight, guidance, and encouragement were invaluable in the course of this work. My time as a graduate student has been extremely enjoyable and I attribute it to this wonderful environment that you provide. I would also like to thank Prof. Domniki Asimaki, Prof. Kaushik Bhattacharya, and Prof. Guruswami Ravichandran for their time and willingness to serve on my committee. I would like to acknowledge all past and present members of the Computational Ge- omechanics Group at Caltech who have been wonderful research partners throughout the past years. I thank the staff at the Mechanical and Civil Engineering department, who have been a helpful resource to help me navigate through graduate school. I would especially like to thank Petros Arakelian for the hours spent troubleshooting in the lab. I would like to thank my family and friends from all over the world who have provided the support often required when research becomes tedious. Finally, my warmest love goes to Christian for his understanding, patience, and encouragement and for sharing this journey with me. iv ABSTRACT Granular materials reveal their complexity and some of their unique features when subjected to shear deformation. They can dilate, behave like a solid or a fluid, and are known to carry external forces preferentially as force chains. -
Triaxial Shear Test
TRIAXIAL SHEAR TEST 1. Objective The tri-axial shear test is most versatile of all the shear test testing methods for getting shear strength of soil i.e. Cohesion (C) and Angle of Internal Friction (Ø), though it is bit complicated. This test can measure the total as well as effective stress parameters both. These two parameters are required for design of slopes, calculation of bearing capacity of any strata, calculation of consolidation parameters and in many other analyses. This test can be conducted on any type of soil, drainage conditions can be controlled, pore water pressure measurements can be made accurately and volume changes can be measured. In this test, the failure plane is not forced, the stress distribution of failure plane is fairly uniform and specimen can fail on any weak plane or can simply bulge. 2. Apparatus Required Fig. 1: Triaxial Shear Test Apparatus Fig. 2: Triaxial Shear Test Setup Fig. 3: 3.8 cm (1.5 inch) internal diameter 12.5 cm (5 inches) long sample tubes. Fig. 4: Rubber Ring Fig. 5: Open ended cylindrical section Fig. 6: Weighing balance 3. Reference 1. IS 2720(Part 11):1993 Determination of the shear strength parameters of a specimen tested in unconsolidated undrained triaxial compression without the measurement of pore water pressure (first revision). Reaffirmed- Dec 2016. 2. IS 2720(Part 12):1981 Determination of Shear Strength parameters of Soil from consolidated undrained triaxial compression test with measurement of pore water pressure (first revision). Reaffirmed- Dec 2016. 4. Procedure 4.1 Triaxial Test on Cohesive Soil: 4.1.1 Consolidated Undrained test: A de-aired, coarse porous disc or stone is placed on the top of the pedestal in the triaxial test apparatus. -
Thixotropy and Structural Breakdown Properties of Self Consolidating
Cement & Concrete Composites 59 (2015) 26–37 Contents lists available at ScienceDirect Cement & Concrete Composites journal homepage: www.elsevier.com/locate/cemconcomp Thixotropy and structural breakdown properties of self consolidating concrete containing various supplementary cementitious materials ⇑ Reza Saleh Ahari a, , Tahir Kemal Erdem b, Kambiz Ramyar a a Department of Civil Engineering, Ege University, Izmir, Turkey b Department of Civil Engineering, Izmir Institute of Technology, Izmir, Turkey article info abstract Article history: In this study, thixotropy and structural breakdown of 57 self-consolidating concrete (SCC) mixtures con- Received 9 September 2014 taining various supplementary cementitious materials (SCM) were investigated by different approaches. Received in revised form 8 January 2015 The effects of SCM type and content on high range water reducer demand and plastic viscosity were also Accepted 3 March 2015 studied. For these purposes, various amounts of silica fume (SF), metakaolin (MK), Class F fly ash (FAF), Available online 11 March 2015 Class C fly ash (FAC) and granulated blast-furnace slag (BFS) were utilized in binary, ternary, and quater- nary cementitious blends in three water/binder (w/b) ratios. Results showed that except BFS, use of SCM Keywords: in SCC mixtures increased thixotropy values in comparison with the mixtures containing only portland Self-consolidating concrete cement (PC). Good correlations were established between structural breakdown area and drop in appar- Supplementary cementitious materials Thixotropy ent viscosity values for all w/b ratios. The different methods used to evaluate the thixotropy and struc- Breakdown tural breakdown got more consistent with each other as w/b decreased. Drop in apparent viscosity Ó 2015 Elsevier Ltd. -
A Comparison Between the Shear Strength Measured with Direct Shear and Triaxial Devices on Undisturbed and Remolded Soils
A Comparison Between the Shear Strength Measured with Direct Shear and Triaxial Devices on Undisturbed and Remolded Soils Une comparaison entre la résistance au cisaillement mesurée avec appareils de cisaillement direct et triaxiaux sur les sols non remaniés et remoulés Castellanos B.A., Brandon T.L. Virginia Polytechnic Institute and State University ABSTRACT: A comparison is presented between the shear strength measured with direct shear and triaxial devices based on the results from tests conducted on undisturbed and remolded soils. A series of consolidated-undrained (CU) triaxial tests and consolidated-drained (CD) direct shear tests were performed on undisturbed samples from the New Orleans area. These tests were conducted on soils ranging from low plasticity silts to organic fat clays. The results from the undisturbed samples showed that the drained friction angles obtained from the CU triaxial tests were considerably higher than those obtained from the CD direct shear tests. On the other hand, results obtained from remolded test specimens originating from a variety of locations showed almost no difference in the effective stress shear strength. The difference in the results can be explained in part by the fact that natural soils can have a preferred particle orientation or anisotropic fabric based on the deposition or formation of the soil. In the case of the New Orleans soils, the undisturbed samples exhibited evidence of horizontal deposition. In remolded samples, the soil is more much more homogeneous and isotropic, so every plane in the soil may be expected to have similar shear strength. RÉSUMÉ : En utilisant des résultats de tests effectués sur des sols non perturbés et remoulés, une comparaison entre la résistance au cisaillement mesurée par cisaillement direct et avec des appareils triaxiaux est présentée.