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研究生： NDEY AWA NDURE
NDEY AWA NDURE
論文名稱： Shear Behavior and Porewater Pressure Generation of Fiber-reinforced Silt under Consolidated Undrained Compression
Shear Behavior and Porewater Pressure Generation of Fiber-reinforced Silt under Consolidated Undrained Compression
指導教授： 楊國鑫
Kuo-Hsin Yang
口試委員: 熊彬成
Benson Hsiung
李安叡
Li An Jui
鄧福宸
Teng Fu Chen
楊國鑫
Yang Kuo Hsin
學位類別： 碩士
Master
系所名稱： 工程學院 - 營建工程系
Department of Civil and Construction Engineering
論文出版年： 2017
畢業學年度： 105
語文別： 英文
論文頁數： 121
中文關鍵詞： Fiber-reinforced silt 、Porewater pressure generation 、Triaxial test 、Modified porewater pressure parameters
外文關鍵詞： Fiber-reinforced silt, Porewater pressure generation, Triaxial test, Modified porewater pressure parameters
相關次數： 點閱：218  下載：1 
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    • The ongoing development using fine grained soils as backfill material in reinforced structures have yielded certitude as an alternative soil to coarse grained soils recommended in design guidelines, by virtue of its tolerance to differential settlement, availability and profitability. Fine grained soils with geosynthetic reinforcements have immensely contributed in enhancing the ductility and permeability of the reinforced soils. The looming controversy surrounding the excess porewater phenomenon in fine grained soils is not well established.
    In this thesis, a series of consolidated undrained triaxial tests were conducted to examine the shear behavior and excess porewater generation of fiber reinforced silt. The samples were prepared at their maximum dry density and optimum moisture content using varying fiber contents and lengths.
    The experimental results showed the influence of fiber content, fiber length and confining pressure on the strength improvement of the reinforced silt. A brittle to ductile stress-strain response was observed during undrained shearing in unreinforced to reinforced soils respectively, as the post-peak strength loss reduces in reinforced soils. High shear strength values were observed in reinforced over unreinforced soil under high confining pressure and fiber content at larger axial strain 15%. At low axial strain 1-3%, reinforced soils strength were lower than the unreinforced soils. Greater soil stiffness was recorded as throughout under high confining pressures but decreased in reinforced soil of high fiber content. The observations presented were associated to fibers requiring sufficient deformation to mobilize tensile forces in reinforced soils and consequently enhance the strength of reinforced soils. Inclusion of fibers reduced the dry unit weight of the soil and with the presence of water, reduces the stiffness of the reinforced soil. The excess porewater pressure-strain response was observed to transition from negative to positive porewater pressure under increasing confining pressure, fiber content and fiber length. The porewater pressure pattern was controlled by the Skempton’s porewater pressure parameter, A of
    ii
    the samples. The inclusion of fiber suppressed the dilatancy of reinforced soil and its extensible characteristic restrains lateral expansion in reinforced samples. The test results, revealed an overall strength improvement in all test sets despite the rise in porewater pressures during shearing process.
    The modified porewater parameters, A* and B* evaluation, ascertained that both soil and reinforcement stimulate the development of excess porewater pressure in reinforced soil under undrained loadings. The influence of fiber in shear strength improvement was more efficient than inducing excess porewater pressure (3add > Δur) as a result, effects a rise in effective confining pressure.
    The research acknowledges the fact that fibers unilaterally improves the shear strength of fine grained soils subjected to undrained loadings. Based on the results, this study contribute a new comprehension of the evaluation of reinforced fine grained soils; the results demonstrate that fiber content, fiber length, dry unit weight and confining pressure were the principal factors that influenced the shear strength and porewater pressure generation. Generation of positive porewater pressure was due to reinforcement inducing additional confinement thus increased the shear strength; the use of impermeable fiber (fiber type) and reduction of dry unit weight of silt exigently reduces the cohesion (less stiffness) in the reinforced soils.

    The ongoing development using fine grained soils as backfill material in reinforced structures have yielded certitude as an alternative soil to coarse grained soils recommended in design guidelines, by virtue of its tolerance to differential settlement, availability and profitability. Fine grained soils with geosynthetic reinforcements have immensely contributed in enhancing the ductility and permeability of the reinforced soils. The looming controversy surrounding the excess porewater phenomenon in fine grained soils is not well established.
    In this thesis, a series of consolidated undrained triaxial tests were conducted to examine the shear behavior and excess porewater generation of fiber reinforced silt. The samples were prepared at their maximum dry density and optimum moisture content using varying fiber contents and lengths.
    The experimental results showed the influence of fiber content, fiber length and confining pressure on the strength improvement of the reinforced silt. A brittle to ductile stress-strain response was observed during undrained shearing in unreinforced to reinforced soils respectively, as the post-peak strength loss reduces in reinforced soils. High shear strength values were observed in reinforced over unreinforced soil under high confining pressure and fiber content at larger axial strain 15%. At low axial strain 1-3%, reinforced soils strength were lower than the unreinforced soils. Greater soil stiffness was recorded as throughout under high confining pressures but decreased in reinforced soil of high fiber content. The observations presented were associated to fibers requiring sufficient deformation to mobilize tensile forces in reinforced soils and consequently enhance the strength of reinforced soils. Inclusion of fibers reduced the dry unit weight of the soil and with the presence of water, reduces the stiffness of the reinforced soil. The excess porewater pressure-strain response was observed to transition from negative to positive porewater pressure under increasing confining pressure, fiber content and fiber length. The porewater pressure pattern was controlled by the Skempton’s porewater pressure parameter, A of
    ii
    the samples. The inclusion of fiber suppressed the dilatancy of reinforced soil and its extensible characteristic restrains lateral expansion in reinforced samples. The test results, revealed an overall strength improvement in all test sets despite the rise in porewater pressures during shearing process.
    The modified porewater parameters, A* and B* evaluation, ascertained that both soil and reinforcement stimulate the development of excess porewater pressure in reinforced soil under undrained loadings. The influence of fiber in shear strength improvement was more efficient than inducing excess porewater pressure (3add > Δur) as a result, effects a rise in effective confining pressure.
    The research acknowledges the fact that fibers unilaterally improves the shear strength of fine grained soils subjected to undrained loadings. Based on the results, this study contribute a new comprehension of the evaluation of reinforced fine grained soils; the results demonstrate that fiber content, fiber length, dry unit weight and confining pressure were the principal factors that influenced the shear strength and porewater pressure generation. Generation of positive porewater pressure was due to reinforcement inducing additional confinement thus increased the shear strength; the use of impermeable fiber (fiber type) and reduction of dry unit weight of silt exigently reduces the cohesion (less stiffness) in the reinforced soils.

    1. CHAPTER 1 INTRODUCTION 1 1.1 Background 1 1.2 Research objective 3 1.3 Research organization 4 2. CHAPTER 2 LITERATURE REVIEW 6 2.1 Composite material concept 6 2.1.1 Apparent cohesion approach 7 2.1.2 Additional confinement approach 11 2.2 Porewater pressure phenomenon 13 2.2.1 Ingold and Miller (1983) 14 2.2.2 Al-Omari et al. (1989) 14 2.2.3 Freilich et al. (2010) 15 2.2.4 Ahmad et al. (2010) 15 2.2.5 Sarkar et al. (2012) 15 2.2.6 Yang et al. (2016) 15 2.3 Predictive models for fiber reinforced soils 16 2.3.1 Michalowski and Zhao (1996) 16 2.3.2 Zornberg (2002) 18 2.4 Application of fiber reinforced soils 19 2.4.1 Gregory (2006) 19 2.4.2 Falorca et al. (2011) 21 3. CHAPTER 3 EXPERIMENTAL PROGRAM 23 3.1 Introduction 23 3.2 Test materials 24 3.2.1 Soil 24 3.2.2 Reinforcement 29 3.3 Sample preparation and test method 30 3.3.1 Sample preparation 30 3.3.2 Triaxial Test Procedure 36 3.3.3 Scanning Electron Microscope (SEM) 41 4. CHAPTER 4 RESULTS AND DISCUSSION 42 4.1 Introduction 42 4.2 Shear behavior of unreinforced silt 43 4.3 Shear behavior of reinforced silt 47 4.4 Excess porewater pressure behavior unreinforced and reinforced silt 57 4.5 Failure pattern 59 4.6 Failure envelopes 64 4.7 Normalized undrained strength 66 4.8 Strength improvement 67 4.8.1 Strength Ratio 71 4.8.2 Shear Strength Difference 72 4.9 Excess porewater increment 75 4.10 Factors influencing shear strength improvement and excess porewater pressure generation 78 4.10.1 Effect of confining pressure 78 4.10.2 Effect of fiber content 79 4.10.3 Effect of fiber length 79 4.10.4 Effect of dry unit weight 80 5. CHAPTER 5 POREWATER PRESSURE PARAMETERS 82 5.1 Introduction 82 5.2 Skempton’s Porewater Pressure Parameters, A and B 82 5.3 Ingold and Miller Modified Porewater Pressure Parameters, A′ and B′ Method 83 5.4 Modified Porewater Pressure Parameters, A* and B* Method 84 5.5 Comparison of Porewater of Porewater Pressure Parameters 85 6. CHAPTER 6 CONCLUSIONS AND RECOMMENDATIONS 90 6.1 Summary and conclusion 90 6.1.1 Behavior of Fiber Reinforced silt 90 6.1.2 Excess Porewater Pressure Generation 91 6.2 Recommendation for future research 93 • REFERENCES 94

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    Al-Omari, R. R., Al Dobaissi, H. H., Nazhat, Y. N., and Al-Wadood, B. A. (1989). "Shear strength of geomesh reinforced clay." Geotextiles and Geomembranes, 8.
    Anagnostopoulos, C. A., Tzetzis, D., and Berketis, K. (2014). "Evaluation of the shear strength behaviour of polypropylene and carbon fibre reinforced cohesive soils." Research Journal of Applied Sciences, Engineering and Technology., 7(20), 4327-4342.
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    ASTM D422-63 "Standard test method for particle-size analysis of soils.", W. C. ASTM International, PA, USA., ed.
    ASTM D698-12 "Standard test methods for laboratory compaction characteristics of soil using standard effort. ." W. C. ASTM International, PA, USA., ed.
    ASTM D4318-84 "Liquid Limit, Plastic Limit, and Plasticity Index of Soils." Standard test methods for laboratory compaction characteristics of soil using standard effort. ASTM International, West Conshohocken, PA, USA.
    ASTM D4767-11 "Standard test method for consolidated undrained triaxial compression test for cohesive soils.", W. C. ASTM International, PA, USA., ed.
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    Boominathan, A., and Hari, S. (2002). "Liquefaction strength of fly ash reinforced with randomly distributed fibers." Soil Dynamics and Earthquake Engineering., 1027-1033.
    Chandler, R. J. M., Sc., Ph.D., A.M.I.C.E., (1968). "A note on the measurement of strength in the undrained triaxial compression test." Geotechnique., 18(2), 261-266.
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    Ekinci, A., and Ferreira, P. M. V. (2012). "The undrained mechanical behaviour of a fiber-reinforced heavily over-consolidated clay." International Symposium on ground Improvement IS-GI.brussels
    Eldesouky, H. M., Morsy, M. M., and Mansour, M. F. (2016). "Fiber-reinforced sand strength and dilation characteristics." Ain Shams Engineering Journal., 7, 517-526.
    Falorca, I. M. C. F. G., Gomes, L. M. F., and Pinto, M. I. M. (2011). "A full-scale trial embankment construction with soil reinforced with short randomly distributed polypropylene microfibres." Geosynthetics International, 18(5), 280-288.
    Falorca, I. M. C. F. G., and Pinto, M. I. M. (2011). "Effect of short, randomly distributed polyprpylene microfibres on the shear strengtg behaviour of soils." Geosynthetics International., 18(1), 2-11.
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    Ingold, T. S., and Miller, K. S. (1983). "Drained axiaymmetric loading of reinforced clay." Journal of Geotechnical Engineering ASCE., 109(7).
    Kanchi, G. M., Neeraja, V. S., and Sivakumar Babu, G. L. (2015). "Effect of anisotropy of fibers on the stress-strain response of fiber-reinforced soil." International Journal of Geomechanics ASCE., 15(1), 1943-5622.
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    Kumar, S. P., and Singh, B. (2016). "Experimental investigation on strength aspects of glass fiiber-reinforced fine grained soil." International Journal Earth Sciences and Engineering., 09(03), 33-39.
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