"Applied Science, Faculty of"@en . "Civil Engineering, Department of"@en . "DSpace"@en . "UBCV"@en . "Fisher, Jennifer M."@en . "2010-07-20T20:04:28Z"@en . "1987"@en . "Master of Applied Science - MASc"@en . "University of British Columbia"@en . "The effect of particle gradation on the undrained monotonic and cyclic loading behaviour is presented. Straight line gradations of Earls Creek sand with varying coefficients of uniformity and identical mineralogy and D\u00E2\u0082\u0085\u00E2\u0082\u0080 were tested, using the triaxial test. Improved sample preparation techniques were used to ensure sample uniformity. The data indicates that, under monotonic loading, the relative shear-induced compressibilities due to a variation in the coefficient of uniformity are a function of the type of loading. Cyclic loading tests on isotropically consolidated samples showed that the effect of particle gradation depends on the relative density. At low relative densities, (less than about 45%), the well graded sand had greater cyclic strength than the uniform sand. At high relative densities, (greater than about 60%), this trend was reversed."@en . "https://circle.library.ubc.ca/rest/handle/2429/26699?expand=metadata"@en . "THE EFFECT OF PARTICLE GRADATION ON THE UNDRAINED BEHAVIOUR OF SAND by JENNIFER M. FISHER B.E.(Civil)(hons), Canterbury University, N.Z. 1983 A THESIS SUBMITTED IN PARTIAL FULFILMENT OF THE REQUIREMENTS FOR THE DEGREE OF MASTER OF APPLIED SCIENCE in THE FACULTY OF GRADUATE STUDIES DEPARTMENT OF CIVIL ENGINEERING We accept t h i s thesis as conforming to the required standard THE UNIVERSITY OF BRITISH COLUMBIA OCTOBER 1987 \u00C2\u00A9 JENNIFER M. FISHER, 1987 4 In presenting this thesis in partial fulfilment of the requirements for an advanced degree at the University of British Columbia, I agree that the Library shall make it freely available for reference and study. I further agree that permission for extensive copying of this thesis for scholarly purposes may be granted by the head of my department or by his or her representatives. It is understood that copying or publication of this thesis for financial gain shall not be allowed without my written permission. Department of Civil Engineering The University of British Columbia 1956 Main Mall Vancouver, Canada V6T 1Y3 Date & October ABSTRACT The e f f e c t of p a r t i c l e gradation on the undrained monotonic and c y c l i c loading behaviour i s presented. Straight l i n e gradations of Earls Creek sand with varying c o e f f i c i e n t s of uniformity and i d e n t i c a l mineralogy and D ^ Q were tested, using the t r i a x i a l t e s t . Improved sample preparation techniques were used to ensure sample uniformity. The data indicates that, under monotonic loading, the r e l a t i v e shear-induced compressibilities due to a v a r i a t i o n in the c o e f f i c i e n t of uniformity are a function of the type of loading. C y c l i c loading tests on i s o t r o p i c a l l y consolidated samples showed that the e f f e c t of p a r t i c l e gradation depends on the r e l a t i v e density. At low r e l a t i v e d e n sities, (less than about 45%), the well graded sand had greater c y c l i c strength than the uniform sand. At high r e l a t i v e densities, (greater than about 60%), t h i s trend was reversed. i i TABLE OF CONTENTS ABSTRACT i i TABLE OF CONTENTS i i i LIST OF TABLES iv LIST OF FIGURES . v NOTATION v i i ACKNOWLEDGEMENTS ix 1. INTRODUCTION 1 2. REVIEW OF PREVIOUS INVESTIGATIONS 5 2.1. GENERAL ASPECTS OF THE UNDRAINED BEHAVIOUR OF SANDS 5 2.2. MONOTONIC LOADING BEHAVIOUR 5 2.3. CYCLIC LOADING BEHAVIOUR 10 2.4. RELATIONSHIP BETWEEN MONOTONIC AND CYCLIC LOADING 16 2.5. THE EFFECT OF PARTICLE GRADATION 17 3..EXPERIMENTATION 21 3.1. TESTING PROGRAM 21 3.2. TESTING APPARATUS 22 3.3. MATERIAL TESTED 24 3.4. SAMPLE PREPARATION AND TESTING TECHNIQUES 28 4. TEST RESULTS 38 4.1. MONOTONIC LOADING BEHAVIOUR 38 4.1.1. Monotonic Compression Results 38 4.1.2. Monotonic Extension Results 52 4.1.3. Review of Monotonic Test Results .... 58 4.2. CYCLIC LOADING BEHAVIOUR 62 5. CONCLUSION 72 REFERENCES 75 LIST OF TABLES 3.1 Material properties 27 iv LIST OF FIGURES 2.1 Charac t e r i s t i c behaviour of saturated sand under monotonic loading 6 2.2 Liquefaction due to c y c l i c loading 12 2.3 Limited li q u e f a c t i o n due to c y c l i c loading 13 2.4 Cyc l i c mobility due to c y c l i c loading 14 3.1 Schematic layout of testing apparatus 23 3.2 Grain size d i s t r i b u t i o n curves 26 3.3 Relationship between volumetric s t r a i n and mean normal stress during consolidation 29 3.4A Sample Preparation by The Slurry Method 31 3.4B Sample Preparation by the Slurry Method .. 32 4.1 Undrained monotonic compression results for Gradation 3 40 4.2 Undrained monotonic compression results for 50 kPa i n i t i a l confining stress 41 4.3 Undrained monotonic compression results for 200 kPa i n i t i a l confining stress 42 4.4 Undrained monotonic compression results for 500 kPa i n i t i a l confining stress 43 4.5 Modified Mohr diagram for undrained monotonic compression for 50 kPa i n i t i a l confining stress. ...45 4.6 Modified Mohr diagram for undrained monotonic compression for 200 kPa i n i t i a l confining stress. ..47 4.7 Modified Mohr diagram for undrained monotonic compression for 500 kPa i n i t i a l confining stress. ..48 4.8 Modified Mohr diagram for undrained monotonic compression for Gradation 1 49 4.9 Modified Mohr diagram for undrained monotonic compression for Gradation 2 50 v 4.10 Modified Mohr diagram for undrained monotonic compression for Gradation 3 ....51 4.11 Modified Mohr diagram showing the phase transformation state 53 4.12 Undrained monotonic extension results for 200 kPa i n i t i a l confining stress 54 4.13 Modified Mohr diagram for undrained monotonic extension for 200 kPa i n i t i a l confining stress 55 4.14 Modified Mohr diagram for undrained monotonic extension for Gradation 1 at 200 kPa confining stress. 59 4.15 Relationship between i n i t i a l r e l a t i v e density, r e l a t i v e density after consolidation and the strength at phase transformation 60 4.16 Modified Mohr diagram for monotonic extension and compression loading for 200 kPa i n i t i a l confining stress 61 4.17 Relationship between r e l a t i v e density and no. of cycles to liq u e f a c t i o n or 2.5 % a x i a l s t r a i n at constant c y c l i c stress ratios for Gradation 1 63 4.18 Relationship between r e l a t i v e density and no. of cycles to liq u e f a c t i o n or 2.5 % a x i a l s t r a i n at constant c y c l i c stress ratios for Gradation 2 64 4.19 Relationship between r e l a t i v e density and no. of cycles to li q u e f a c t i o n or 2.5 % a x i a l s t r a i n at constant c y c l i c stress ratios for Gradation 3 65 4.20 Liquefaction resistance curves for N=10 68 vi NOTATION B Skempton's pore pressure parameter. CSR C r i t i c a l effective stress ratio. C u Coefficient of uniformity. Dr Relative density. D- Relative density after consolidation. Relative density prior to consolidation. DgQ Mean particle diameter or effective grain size of s o i l sample; 50 % by dry weight of sample is smaller than this grain size, e Void ratio. e Void ratio after consolidation, c e\u00E2\u0080\u009E \u00E2\u0080\u009E Minimum and maximum void ratios as determined, min max N Number of loading cycles. p' 1/2 (0 , ' + "Thesis/Dissertation"@en . "10.14288/1.0062614"@en . "eng"@en . "Civil Engineering"@en . "Vancouver : University of British Columbia Library"@en . "University of British Columbia"@en . "For non-commercial purposes only, such as research, private study and education. Additional conditions apply, see Terms of Use https://open.library.ubc.ca/terms_of_use."@en . "Graduate"@en . "The effect of particle gradation on the undrained behaviour of sand"@en . "Text"@en . "http://hdl.handle.net/2429/26699"@en .