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EXPERIMENTAL and THEORETICAL INVESTIGATION of CONSTANT RATE of STRAIN CONSOLIDATION MASSACHUSETTS INSTI TUTE by of TECHNOLOGY

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EXPERIMENTAL and THEORETICAL INVESTIGATION of CONSTANT RATE of STRAIN CONSOLIDATION MASSACHUSETTS INSTI TUTE by of TECHNOLOGY EXPERIMENTAL AND THEORETICAL INVESTIGATION OF CONSTANT RATE OF STRAIN CONSOLIDATION MASSACHUSETTS INSTI TUTE by OF TECHNOLOGY 200 0 Jorge H. Gonzalez MAY 3 0 LIBRARIES Bachelor of Science in Civil and Environmental Engineering University of Houston Houston. Texas END# (1997) Submitted to the Department of Civil and Environmental Engineering in partial fulfillment of the requirements for the degree of Master of Science in Civil and Environmental Engineering at the MASSACHUSETTS INSTITUTE OF TECHNOLOGY May 2000 0 Massachusetts Institute of Technology. 2000 All rights reserved. Signature of Author Department of Civ)4d Enyonmj/tal Engineering, May 19, 2000 Certified by Dr. John T. Germaine, Thesis Supervisor -7: Accepted by Prof. Daniele Veneziano Chairman, Departmental Committee on Graduate Studies EXPERIMENTAL AND THEORETICAL INVESTIGATION OF CONSTANT RATE OF STRAIN CONSOLIDATION By Jorge H. Gonzalez Submitted to the Department of Civil and Environmental Engineering on May 19, 2000 in partial fulfillment of the requirements for the degree of Master of Science in Civil and Environmental Engineering ABSTRACT The Constant Rate of Strain (CRS) test provides an efficient and a relatively rapid method to determine properties (stress history, compressibility, hydraulic conductivity, and rate of consolidation) of a cohesive soil and possess many advantages over the incremental oedometer test. Ease of operation and the ability to take frequent readings provides tremendous labor savings and a better definition of the compression curve. However, the test has some disadvantages including, pore pressure measurement errors, initial transient conditions, and strain rate dependent soil behavior. There is also no set standard for the method of analysis to be used for interpretation of the CRS data. This experimental and theoretical study evaluates parameters that affect CRS test results, including strain rate sensitivity, testing device effects, and different methods used to interpret the data. An extensive program was conducted on Resedimented Boston Blue Clay (RBBC) and Resedimented Vicksburg Buckshot Clay (RVBC) to study the behavior during constant rate of strain consolidation. Strain rate sensitivity was measured using the Wissa Constant rate of strain device. Two special CRS tests were performed to evaluate the pore pressure measuring system and to. assess transient conditions. Two analysis methods proposed by Wissa et al. (1971) were scrutinized using a numerical simulation on a model soil. The stiffness of the pore pressure system relative to the soil stiffness is extremely important in tests with high Aub/,. Both soils were found to be strain rate sensitive. The softer RVBC had little sensitivity in compression and c, behavior. However, the k, decreased with increasing hydraulic gradient. Stiffer RBBC had a high sensitivity in compression and c, behavior. k, was insensitive to gradient but this observation is believed to be an error caused by the system stiffness. The findings support the use of either the linear or nonlinear theory provided the Aub/a, is kept below 0.15. The system stiffness, relative to the soil stiffness, is very important and negatively impacts results as the AubI, increases. The transient duration is well predicted by Wissa's F3 = 0.4 limit. Based on numerical simulation, it was shown that the established equations to compute k, and c, should be modified to account for large deformations. Thesis Supervisor: Dr. John T. Germaine Title: Principal Research Associate in Civil and Environmental Engineering Acknowledgements The author would like to express his appreciation to the following individuals and sponsoring organizations for helping to make this thesis possible: Dr. John T. Germaine, my thesis supervisor for his teaching, assisting and guiding me throughout all phases of my research. His boundless energy and enthusiasm for geotechnical engineering and soil testing in particular truly helped make this an enjoyable experience. I will always be great full for his high level of insight into all the problems we encountered and for his positive and cheerful attitude that helped carry me through the tough times. Fugro South Inc. for not only providing the funds to support this research but also for providing their vast knowledge and expertise into the related subject matter. My heartfelt gratitude goes to Joseph Cibor, Bill DeGroff and Richard S. Ladd that supported me throughout this research and got me on the road to learning the exciting world of laboratory testing. ASTM Institute of Standards Research (ISR) Reference Soils and Testing Program for providing some of the soil properties used in this research. My friends and colleagues at MIT who helped make this a memorable experience. Catalina Marulanda, Kurt Sjoblom, Alex Liakos, Martin Nussbaumer, Sanjay Pahuja, Federico Pinto, Gouping Zhang, Christoph Haas, Laurent Levy, Yun Sun Kim, Cathy Castenson, Kortney Adams, Dominic Assimaki, Maria-Katerina Nikolinakou, Alice Kalemkiarian, Jennifer Manthos, Vladimir Ivanov, George Kokossalakis, Attasit "Pong" Korchaiyapuk, and the "Greeks". All dirtballs, labrats and geotechs that have come and gone. To my family, that has always supported, loved and believed in me throughout every step of my life. 3 Table of Contents Abstract 2 Acknowledgments 3 Table of Contents 4 List of Tables 5 List of Figures 7 Chapter 1 Introduction 16 1.1 Background and Problem Statement 16 1.2 Research Objectives 17 1.3 Organization 17 Chapter 2 Background 19 2.1 Early History of Consolidation 19 2.2 Overview of One-Dimensional Consolidation at a Constant Rate of Strain (CRS) 19 2.2.1 CRS Testing Equipment 21 2.2.2 Constant Rate of Strain Consolidation Theory 21 2.2.2.1 Smith and Wahls (Linear Theory) 22 2.2.2.2 Wissa's Theories 24 2.2.2.2.1 Modified Linear Theory 26 2.2.2.2.2 Nonlinear Theory 28 2.3 Previous Research on One-Dimensional Consolidation at a Constant Rate of Strain 29 2.3.1 Isochrone Method (Sheahan and Watters 1997) 29 2.4 Other Types of Controlled Rate of Loading Tests 30 2.4.1 Controlled Gradient Test (CG) 30 4 2.4.2 Constant Rate of Loading Test (CRL) Chapt er 3 Equipment and Test Procedures 3.1 Introduction 3.2 Resedimented Boston Blue Clay 3.2.1 Batch Consolidometer 3.2.2 Batching Procedure 3.2.3 Index Properties 3.3 Resedimented Vicksburg Buckshot Clay 3.3.1 Batching Procedure (Method 1) 3.3.2 Batching Procedure (Method 2) 3.3.3 Index Properties 3.4 Resedimented Vicksburg Silt 3.4.1 Batching Procedure 3.4.2 Index Properties 3.5 Constant Rate of Strain Apparatus 3.5.1 Wissa Consolidometer 3.5.2 Apparatus Compressibility 3.5.3 Data Interpretation Chapt er 4 Evaluation of Constant Rate of Strain Equations 4.1 Introduction 4.2 Difference in Linear and Nonlinear Theories 75 4.3 Application of Equations to Incremental Readings 77 4.3.1 Linear Theory 77 4.3.2 Nonlinear Theory 81 4.4 Influence of Time Span Between Test Readings 84 5 4.4.1 Linear Theory 86 4.4.2 Nonlinear Theory 87 4.4.3 Comparison Between Theories 87 4.5 Numerical Simulation of CRS Equations 88 4.5.1 Comparison of Numerical Simulation to Analytical Method 91 4.5.2 Strain Rate Effects 93 Chapt er 5 Experimental Program Results 118 5.1 Introduction 118 5.2 Pore-Water Pressure Measuring Device in Wissa Consolidometer 118 5.2.1 Saturation of the Ceramic Stone 118 5.2.2 Pressure Transducer Response in Water 119 5.2.3 Pressure Transducer Response in Soil 120 5.3 RVBC Consolidation Results Using the Wissa Consolidometer 122 5.3.1 Using Resedimented Samples Created in the Modified Oedometer 122 5.3.2 Using Resedimented Samples Created in the Batch Consolidometer 122 5.3.2.1 Comparison Between Linear and Nonlinear Theories 127 5.4 RBBC Consolidation Results 127 5.5 RVS Consolidation Results 130 Chapter 6 Interpretation of Strain Rate Effects in CRS Testing 170 6.1 Introduction 170 6.2 Divergence Between Linear and Nonlinear Theories 170 6.3 Selected CRS Equations for Linear and Nonlinear Theories 171 6.4 Pore-Water Pressure Measuring System 174 6.4.1 Pressure Response in Water 174 6.4.2 Pressure Response in Soil 175 6 6.5 CRS Test Results 176 6.5.1 Transient Conditions 176 6.5.2 Pore Pressure Distribution 179 6.5.3 Strain Rate Effects 182 Chapter 7 Summary, Conclusions, and Recommendations 207 7.1 Summary and Conclusions 207 7.1.1 Analysis of Constant Rate of Strain Equations 207 7.1.2 Equipment Evaluation 208 7.1.3 Experimental Program Results 208 7.1.3.1 Index Properties and Classification 208 7.1.3.2 Constant Rate of Strain Results 209 7.2 Recommendations for Future Research 210 References 212 Appendix A 217 Appendix B 267 7 List of Tables Table 2-I Variations in a with (b/s) (Smith and Wahls 1969) 33 Table 2-2 Recommended Values of Ratio of Excess Pore-Water Pressure. ub and Applied Total Stress, a. 34 Table 2-3 Summary of Consolidation Test Results; Conventional IL Oedometer and CRS Rowe Cell Tests on RBBC (Sheahan and Watters 1997) 35 Table 3-1 Index Properties of Resedimented Boston Blue Clay from Series IV (after Cauble 1996) 59 Table 3-2 Index Properties of Resedimented Boston Blue Clay from Series I - III (after Cauble 1996) 60 Table 3-3 Constant Rate of Strain Calibration Factors 61 Table 5-1 Physical Characteristics of: (a) Data Instruments Pressure Transducer (Cauble 1996); (b) Porous Ceramic Stone 132 Table 5-2 Time Response to Applied Pressure of Pore Pressure Transducer in Water: Theoretical Versus Measured Values 133 Table 5-3 Time Response to Applied Increment in Total Stress of Pore Pressure Transducer in Soil: Theoretical Versus Measured Values 133
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