Tesis: "Soil mechanics"

1

McDowell, Glenn Richard. "Clastic soil mechanics". Thesis, University of Cambridge, 1996. https://www.repository.cam.ac.uk/handle/1810/272016.

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2

Keller, Thomas. "Soil compaction and soil tillage - studies in agricultural soil mechanics /". Uppsala : Dept. of Soil Sciences, Swedish Univ. of Agricultural Sciences, 2004. http://epsilon.slu.se/a489.pdf.

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3

Robert, Dilan Jeyachandran. "Soil-pipeline interaction in unsaturated soils". Thesis, University of Cambridge, 2010. https://www.repository.cam.ac.uk/handle/1810/265508.

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Pipelines that are used for the transport of energy and services are very important lifelines to modem society. Though pipelines are generally buried in unsaturated soils, the design guidelines are based on the assumption that the soil is either dry or fully saturated. For certain geotechnical problems, this assumption may not be acceptable because the water meniscus formed between soil particles creates an additional normal force between them by suction, which in turn forms temporary bonds. A recent series of large-scale physical model experiments at the Pipeline Engineering Research Laboratory (PERL) of Tokyo Gas, Japan show a higher peak load under unsaturated conditions compared to dry conditions. In contrast, recent experiments performed at Cornell University (CU) show that the soil-load due to lateral pipeline movement in dry and unsaturated sands are virtually the same. Thus, the effect of partial saturation on soil loading to pipeline may be different depending on soil type, moisture content and density. The current study investigates this problem through triaxial testing and constitutive modelling of the unsaturated soils used for the experiments and finite element simulations of the experiments. The mechanical behaviour of the sands used in the physical model experiments has been investigated by conducting a series of laboratory experiments. When compacted to the same energy level, Tokyo Gas sand exhibits larger strength in unsaturated conditions than in dry conditions at low confining stress levels mainly due to the suction-induced apparent cohesion generated by the fine particles present in the sand. In contrast, for coarser Cornell sand, the suction effect is found to be small even at low confining stress level, and hence the strength in unsaturated conditions is similar to that in dry ( or fully saturated) conditions. To capture the observed behaviour of dry as well as unsaturated soils, advanced constitutive soil models were developed. For dry (or fully saturated) soils, the modified Mohr-Coulomb and Original Nor-Sand (Cheong, 2006) models were able to simulate the general behaviour including the strain softening effect. To cater for the behaviour of unsaturated soils, the saturated versions of the NorSand and the modified Mohr-Coulomb models were modified in conjunction with the generalised effective stress framework. By simulating the triaxial experimental data, it is demonstrated that the developed models can predict the realistic soil behaviour of unsaturated soils. Using the developed models, the large scale physical model experiments of pipelines subjected to lateral soil movements at PERL and CU were simulated by the explicit finite element method. Good agreement was found between the numerical models and the experiments. Further FE analyses were conducted to investigate the pipeline behaviour under lateral soil movement at conditions of different HID's, moisture contents, and relative densities. The results were synthesized to produce new normalised pipe load charts. Three dimensional finite element analysis was performed to simulate the soil-pipeline interaction under strike-slip fault movements. The finite element model was first validated by comparing the computed results to the data produced from a full scale experiment carried out at CU. The analysis was then further extended by varying the initial conditions of the sand (sand type, density, moisture content, etc.), pipe material, pipe burial depth, and pipeline-fault rupture inclination. It was found in all cases that the peak lateral loads on the pipelines subjected to strike-slip fault movements are less than or equal to the peak loads computed by the 2-D lateral movement simulations.

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4

Rouhanifar, Salman. "Mechanics of soft-rgid soil mixtures". Thesis, University of Bristol, 2017. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.730886.

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5

Kim, Dong Gyou. "Development of a constitutive model for resilient modulus of cohesive soils". Columbus, Ohio : Ohio State University, 2004. http://rave.ohiolink.edu/etdc/view?acc%5Fnum=osu1078246971.

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Thesis (Ph. D.)--Ohio State University, 2004.
Title from first page of PDF file. Document formatted into pages; contains xxvi, 252 p.; also includes graphics. Includes abstract and vita. Co-advisors: Frank M. Croft and Tarunja S. Batalia, Dept. of Civil Engineering. Includes bibliographical references (p. 122-131).

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6

Li, Xu. "Dual-porosity structure and bimodal hydraulic property functions for unsaturated coarse granular soils /". View abstract or full-text, 2009. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202009%20LI.

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7

Seig, D. A. "Soil compactability". Thesis, Cranfield University, 1985. http://dspace.lib.cranfield.ac.uk/handle/1826/3565.

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Subsoiling and deep loosening are widely used to alleviate soil compaction but little is known about the mechanics of the compaction process. Further information is required on the process that soil goes through during compaction, along with the effect on the amount of soil compaction of various tyre configurations. Such information will allow more confident recommendations to farmers on the suceptability of their soil to compaction. Experimental work was conducted where the soil deformtions of a light textured soil were monitored throughout the whole soil mass. The deformations in the soil were caused by a loaded pneumtic tyre on the surface. In the experimental work, both the process of soil compaction and the final state of the soil following the passage of a wheel were monitored. The experiments showed that soil compaction on light textured soils is caused by a punch failure of the soil, therefore most of the compaction is confined to the area directly below the wheel. The experimental monitoring of soil deformations was a slow and complex process, drawing firm conclusions from the work was further complicated by the interactions of the input variables, such as load and contact length. In order to monitor the effect of individual inputs on soil compaction a thre dimensional mathematical model of the process was developed from Theories of Elasticity and a confined compression soil test. The model predicted the subsurface deformations in the three principle directions due to surface loads. Once the model was modified to account for the support capability of the soil it proved it could, with resonable accuracy, predict the defomations and hence soil canpaction due to a tyre on the soil surface. The model was used to predict the effect of various tyre configurations on soil ccrnpaction. From a number of these runs it was possible to find the sensitivity of soil to compaction due to that input. The results showed that the sensitivity of soil to ccmpaction is not a linear relationship and significant reductions in the amount of soil, canpacted and the level of ihe compaction can be achieved by the right tyre configuration.

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8

Yue, Peng. "A micro mechanical study of critical state soil mechanics using DEM". Thesis, University of Nottingham, 2016. http://eprints.nottingham.ac.uk/38060/.

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One of the greatest breakthroughs in soil mechanics was the development of Critical State Soil Mechanics (CSSM) in the 1950s and 1960s and the derivation of a continuum elasto-plastic constitutive model, namely Cam clay, which was the foundation for other continuum models for clays, and much later for sands. However, as yet there has been no micro mechanical analysis which explains the existence of such continuum models; such a micro perspective must take into account the discontinuous nature of soil. Without such insight, the engineer cannot understand which micro parameters affect soil behaviour. This work uses the discrete element method (DEM) to model a silica sand as a sample of discrete particles, with properties which have been calibrated against experimental data in previous work, to build up a micro mechanical picture of the behaviour of sand under different loading conditions. The simplest of loading conditions is the one dimensional or oedometer test and has been modelled to check whether this agrees with previously published research. The simulated sample has then been subjected to isotropic compression to establish a normal compression line in log voids ratio – log stress space, and which turns out to be parallel to the one-dimensional normal compression line, in agreement with CSSM. The evolution of the isotropic normal compression line is due to local shear stresses within the sample, and the origin of the existence of both lines lies in the evolution of a fractal distribution of particles with a fractal dimension of 2.5. The effect of boundary particles has then been minimised by choosing an appropriate aspect ratio and a smaller number of particles in the sample to give a computational time which is acceptable for subsequent shearing to critical states. Isotropically normally compressed samples have been unloaded to different stress levels and sheared to critical states. A unique critical state line (CSL) exists at high stress levels, which is parallel to the normal compression lines, in agreement with CSSM. At low stress levels, the CSL is not linear and is non-unique; that is to say it is a function of preconsolidation pressure because the fractal distribution of sizes has not fully evolved. Samples sheared on the dense side of critical dilate and have a peak strength whilst loose samples exhibit ductile contraction, in agreement with CSSM. At a critical state, the work shows that crushing continues in the formation of ‘fines’, small particles with smaller than 0.1mm dimensions, which plays no part in the mechanical behaviour, which is reflected in the average mechanical co-ordination number and which means that plastic hardening can be assumed to have ceased at a critical state. For the isotropically overconsolidated samples sheared to critical states, a number of different definitions of yield have been used to establish a yield surface in stress space. The work shows that a previously published yield surface for sand (Yu, 1998; McDowell, 2002) gives a good representation of the behaviour, and it has therefore been shown that the sample of discrete particles has been shown to give rise to observed continuum behaviour. The work is, to the author’s knowledge, the first that has shown a DEM soil to show many of the desirable features of sand, in that the sample qualitatively gives normal compression lines and a CSL of the correct slope, which obeys CSSM and which gives a Cam Clay type yield surface in stress space. The work means that the established model can be used in the study of other micro mechanics problems such as particle shape and time effects and the application of DEM to boundary value problems directly.

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9

Kwong, Chin Pang. "Field and laboratory experimental study of water infiltration in cracked soil /". View abstract or full-text, 2009. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202009%20KWONG.

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10

Zhan, Liangtong. "Field and laboratory study of an unsaturated expansive soil associated with rain-induced slope instability /". View Abstract or Full-Text, 2003. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202003%20ZHAN.

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Thesis (Ph. D.)--Hong Kong University of Science and Technology, 2003.
Includes bibliographical references (leaves 471-490). Also available in electronic version. Access restricted to campus users.

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11

Miller, Kendall Mar 1958. "INTERPRETIVE SCHEME FOR MODELING THE SPATIAL VARIATION OF SOIL PROPERTIES IN 3-D (AUTOCORRELATION, STOCHASTIC, PROBABILITY)". Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/276981.

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12

Ahmad, Desa. "An investigation into wetland soil-implement mechanics". Thesis, Cranfield University, 1990. http://dspace.lib.cranfield.ac.uk/handle/1826/8785.

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An investigation was initiated to obtain some understanding on the behaviour of soil at higher moisture content and to explore the potential of preparing paddy fields with reduced amounts of water. This investigation comprised of three separate studies. Based on existing information that water could be reduced when soil clods were initially formed prior to flooding, the effects of clod size, clod initial moisture content and confining states on the rate of water uptake were explored. The moisture gradients within clods wetted and dried for different period of times were also studied. The results of the clod wetting experiments show that· the rate of water uptake by capillarity was greatest when clods were initially very dry and smaller clods tended to absorb water faster than bigger clods when under confined conditions. Confining had no effect on infiltration when the initial condition was very wet. On drying, the smallest clod dried the fastest, reduced greater volume and increased its dry bulk density significantly. Larger clods required,longer drying period to arrive at a uniform moisture profile within as compared to smaller clods. Results from the wetting experiments were tested against the infiltration model of .Jarvis and Leeds-Harrison (1987) and a model developed based on linear flow of heat into a solid (Carslaw and Jaeger, 1959). A second project involved the study of soil deformation at high moisture contents in an attempt to produce clods with minimum draught force using simple relieved tines at various rake angles and depths in a soil tank. The principal. objective of the - ii - study was to utilise soil implement mechanics knowledge to improve the efficiency of soil preparation for wetland crops. Aspects like the nature of soil disturbance, extent of disturbance and draught requirement were investigated. The soil was in a plastic consistency prepared to three specified density states of 940, 1000 and 1250 kg/m3• The soil disturbance pattern was monitored using implanted coloured beads and glass sided tank studies. In addition, the extent and height of heave and surface disturbance were noted. Predictive models based upon Mohr-Coulomb soil mechanics theory were developed to predict the interaction between the soil and simple implements at three rake angles. These were based on the lateral failure theory of Godwin and Spoor (1977) and the two dimensional soil failure model of Hettiaratchi and Reece (1974). Results from the single tine study were tested against the models. A sliding resistance component and crescent effect were incorporated to improve the predictions for the 45° and 90° rake angle tines. The magnitude of each mode of failure is dependent upon the critical aspect ratio which varies with tine rake angles and soil conditions. The mode of failure is considered to be lateral when the tine aspect ratio is larger than the critical aspect ratio and an upward failure when the tine aspect ratio is lower than the critical aspect ratio. The predicted results are in close agreement with the results of the experimental studies. For the backward raked tine, a model was developed based on the formation of an elliptical wedge and bearing capacity type of failure ahead and below the wedge. This failure theory was based on the bearing capacity failure for deep footings. The model - iii - helped identify an additional parameter that influenced the draught force for a backward raked tine. This parameter is the sliding resistance component on both sides and beneath the elliptical soil wedge •. Results from multitine studies showed that draught force increased with tine spacinq but the increase was not significant. In the wet condition the tines merely cut slots and little or no interaction was noted. In an effort to find the optimum water level for soil puddlinq, a laboratory study was conducted to determine the influence of water-soil ratio on the ease of puddling air dry aqqreqates. Soil puddlinq was carried out usinq a·rotary stirrer simulatinq the rotary motion of a rotary cultivator commonly used in wetland preparation •. The results obtained showed that· the fastest dispersion of particles resultinq in a minimum wet bulk density of 1.23 Mg/m3, was achieved at a water-soil ratio of 1.2. (A supersaturated condition equivalent to a moisture content of 120% dry basis). Increasing the water-soil ratio above this value did not change the wet bulk density value for all stirring times.

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13

Barzegar, Abdolrahman. "Structural stability and mechanical strength of salt-affected soils". Title page, contents and abstract only, 1995. http://web4.library.adelaide.edu.au/theses/09PH/09phb296.pdf.

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Copies of author's previously published articles in pocket inside back cover. Bibliography: leaves 147-160. This thesis outlines the factors affecting soil strength and structural stability and their interrelationship in salt-affected soils. The objectives of this study are to investigate the influence of clay particles on soil densification and mellowing, the mellowing of compacted soils and soil aggregates as influenced by solution composition, the disaggregation of soils subjected to different sodicities and salinities and its relationship to soil strength and dispersible clay and the effect of organic matter and clay type on aggregation of salt-affected soils.

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14

Zakaria, Ideris. "Yielding of unsaturated soil". Thesis, University of Sheffield, 1994. http://etheses.whiterose.ac.uk/1859/.

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Considerable efforts have been made in recent years to develop a better understanding of the mechanical behaviour of unsaturated soils in terms of elastoplastic critical state constitutive models. These models are defined in terms of four independent stress state variables : mean net stress, deviator stress, suction and specific volume. An important feature of the models is the suggestion of the existence of a yield surface in mean net stress : deviator stress : suction space. Suction-controlled triaxial tests were performed to investigate the shape of the yield surface for unsaturated compacted speswhite kaolin with a particular stress history. The tests were conducted in a Bishop-Wesley triaxial cell with suction applied by the axis translation technique. The soil samples were instrumented with local strain gauges for measuring the sample volume change. Ten samples were tested, and in each test the location of the yield surface was fixed by isotropically consolidating the sample to a mean net stress of 400 kl'a and a suction of 100 kPa. This procedure effectively erased the one-dimensional stress history produced by the compaction process. After unloading to stress states inside the yield surface, samples were re-loaded either isotropically or by drained triaxial shearing. Re-loading stages were conducted at three different values of suction. Yield points in the re-loading stages were most easily identified from plots of specific volume against the logarithm of mean net stress (even for shear tests), whereas it was often difficult to identify a clear yield point from a plot of deviator stress against shear strain. The yield points identified from the re-reloading stages were used to define the shape of the yield surface in a stress space with axes of deviator stress, mean net stress and suction. Constant suction cross-sections of the yield surface were approximately elliptical in shape, with one axis of the ellipse coinciding with the mean net stress axis. As expected, the size of the elliptical constant suction yield curves increased with increasing suction Soil elastic indices obtained from swell-back and suction-change stages showed non-conservative behaviour, indicating that the behaviour of the soil was not truly elastic even for stress states inside the yield surface. Plastic strain increment vectors were plotted for the post-yield behaviour, and these were consistent with an associated flow rule.

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15

Tomlinson, Harry M. Jr. "High pressure pressuremeter equipment modifications and software development for improved testing capabilities in Piedmont residual soils". Thesis, Georgia Institute of Technology, 1990. http://hdl.handle.net/1853/19968.

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16

Ho, Mei Yung. "Governing parameters for stress-dependent soil-water characteristics, conjunctive flow and slope stability /". View abstract or full-text, 2007. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202007%20HO.

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17

Ching, Peter. "Creep in sands a study of time dependent deformation of reclamation sand fill under constant effective stress /". Click to view the E-thesis via HKUTO, 2001. http://sunzi.lib.hku.hk/hkuto/record/B43894598.

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18

Chen, Chien-chang. "Shear induced evolution of structure in water-deposited sand specimens". Diss., Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/22724.

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19

Chandler, Douglas Scott. "An area approach to forest slope stability /". Thesis, Connect to this title online; UW restricted, 1992. http://hdl.handle.net/1773/10181.

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20

Zhu, Xiujuan. "Unified constitutive parameters for statically compacted clay /". View abstract or full-text, 2008. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202008%20ZHU.

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21

Li, Jinhui. "Field experimental study and numerical simulation of seepage in saturated/unsaturated cracked soil /". View abstract or full-text, 2009. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202009%20LIJ.

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22

GALAGODA, HERATH MAHINDA. "NONLINEAR ANALYSIS OF POROUS SOIL MEDIA AND APPLICATION (PORE PRESSURE, TIME INTEGRATION, FINITE ELEMENTS)". Diss., The University of Arizona, 1986. http://hdl.handle.net/10150/183913.

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The behavior of porous media subjected to any arbitrary loading is a complex phenomenon due to the coupled nature of the problem. Proper understanding of this coupled behavior is essential in dealing with many of the geotechnical engineering problems. A very general three-dimensional formulation of such a coupled problem was first reported by Biot; however, a two-dimensional idealization of the theory is used here with extension to nonlinear material behavior. A finite element computer code is developed to analyze the response of coupled systems subjected to both static and dynamic excitations. The code can also be used to solve problems involving only solid media by suppressing the presence of fluid. The generalized anisotropic hardening model is implemented into the finite element procedure to characterize nonlinear material behavior throughout the realm of its deformation process. Both drained and undrained conditions are considered in order to verify the performance of the model in capturing material behavior. Three different materials are considered for this purpose. The predictions obtained using the anisotropic model for both drained and undrained condition yield satisfactory comparison with observed behavior. The finite element procedure is verified by solving several problems involving undrained, consolidation and dynamic responses of coupled system. Good agreements are found between numerical and analytical results. Further verification of the computer code and the material model is performed by solving two boundary value problems. For this purpose, a laboratory pressuremeter test subjected to quasi-static loading condition and a building foundation system subjected to rapid earthquake excitation were analyzed. The results of this research have provided an improved understanding of coupled behavior of porous media. The procedure developed here can be effectively used under a wide range of loading conditions varying from very slow quasi-static to very rapid earthquake excitations.

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23

Lacoul, Sriranjan. "Consolidated-drained shear-strength of unsaturated soil". Thesis, McGill University, 1986. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=66044.

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24

Imam, Mansoor. "Applications of soil mechanics principles to landfill waste". Thesis, University of Southampton, 2003. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.404017.

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25

Russell, Adrian Robert Civil &amp Environmental Engineering Faculty of Engineering UNSW. "Cavity expansion in unsaturated soils". Awarded by:University of New South Wales. School of Civil and Environmental Engineering, 2004. http://handle.unsw.edu.au/1959.4/22263.

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The problem of cavity expansion in unsaturated soils is investigated. A unified constitutive model for unsaturated soils is presented in a critical state framework using the concepts of effective stress and bounding surface plasticity theory. Consideration is given to the effects of suction and particle crushing in the definition of the critical state. A simple isotropic elastic rule is adopted. A loading surface and bounding surface of the same shape are defined using simple and versatile functions. A limiting isotropic compression line exists, towards which the stress trajectories of all isotropic compression load paths approach. A non-associated flow rule is assumed for all soil types. Isotropic hardening/softening occurs due to changes in plastic volumetric strains as well as suction for some unsaturated soils, enabling account of the phenomenon of volumetric collapse upon wetting. Results of isotropic compression tests, oedometric compression tests and drained and undrained triaxial compression tests performed on Kurnell (quartz) sand in saturated and unsaturated states and subjected to stresses sufficient to cause particle crushing are presented and used to calibrate the model. The model is also calibrated using results reported in the literature for triaxial tests performed on saturated and unsaturated speswhite kaolin and three load paths. For both soils the model leads to a much improved fit between simulation and experiment compared to that for models based on conventional plasticity theory. The model is implemented into a cavity expansion analysis using the similarity technique, extended for application to unsaturated soils. Cylindrical and spherical cavities are considered, as are drained and undrained conditions. Cavity expansion results for the bounding surface model and conventional plasticity models are compared for saturated conditions. Substantial differences highlight the importance of adopting a model that accurately describes stress-strain behaviour. Cavity expansion results for the bounding surface model and saturated and unsaturated conditions are also compared. Substantial differences, particularly in the limit pressure, highlight the major influence of suction and the importance of accounting for this when using cavity expansion theory to interpret results of the cone penetration and pressuremeter tests.

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26

Tika, Theodora Michael. "The effect of rate of shear on the residual strength of soil". Online version, 1989. http://ethos.bl.uk/OrderDetails.do?did=1&uin=uk.bl.ethos.286384.

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27

Abifadel, Nassim Riyad 1964. "Application of Powell's conjugate direction method to slope stability analysis". Thesis, The University of Arizona, 1988. http://hdl.handle.net/10150/276652.

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Slope stability problems often arise in construction engineering projects. They are major problems in dams construction and mines excavation. For the purpose of improving the efficiency of slope stability analysis, the optimization method suggested by Powell (1964) is used to locate the critical failure surface. The reader should bear in mind the possibility of applying optimization to a wide variety of different civil engineering problems.

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28

He, Shu Yu. "Field study on influence of atmospheric parameters and vegetation on variation of soil suction around tree vicinity". Thesis, University of Macau, 2018. http://umaclib3.umac.mo/record=b3868734.

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29

Meng, Jiewu. "The influence of loading frequency on dynamic soil properties". Diss., Georgia Institute of Technology, 2003. http://hdl.handle.net/1853/19012.

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30

Cho, Gye Chun. "Unsaturated soil stiffness and post-liquefaction shear strength". Diss., Georgia Institute of Technology, 2001. http://hdl.handle.net/1853/21010.

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31

Mui, Tak Sang. "The shearing effect of suction /". View abstract or full-text, 2005. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202005%20MUI.

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32

Ching, Peter y 秦培德. "Creep in sands: a study of time dependent deformation of reclamation sand fill under constant effectivestress". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2001. http://hub.hku.hk/bib/B43894598.

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33

Dineen, Kieran. "The influence of soil suction on compressibility and swelling". Thesis, Imperial College London, 1997. http://hdl.handle.net/10044/1/45469.

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This thesis presents a study into the influence of suction on the compressibility and swelling characteristics of a broad range of reconstituted clay soils. Soil water relationships are explored, discussing evaporation, shrinkage, swelling and the development of suction. A comprehensive review of suction measurement techniques is detailed, identifying operating principles, performance and limitations of each technique. For the main experimental programme a new, osmotically suction controlled oedometer has been developed. The oedometer utilises the osmotic potential of a large molecular weight salt (polyethylene glycol) across a semi-permeable membrane to control matrix suctions in the sample during testing. Independent continuous measurement of the suction in the sample during testing is made using the Imperial College tensiometer. Four materials have been assessed. Kaolin, London clay, and two expansive soils from Kenya. A series of suction controlled stress path tests were carried out on the four materials. In addition intrinsic and soil moisture characteristics were determined and discussed. Routine soil classification tests, mineralogy and SEM studies were also carried out. The results are presented and discussed, and recommendations for future research made.

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34

Collins, Steve Alan. "Development and implementation of a hypoelastic constitutive theory to model the behavior of sand". Diss., Georgia Institute of Technology, 1988. http://hdl.handle.net/1853/21282.

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35

Srinivasamurthy, Lakshmikanth. "Initial Swelling Mechanism of Expansive Clays: A Molecular Dynamics Study". Thesis, North Dakota State University, 2012. https://hdl.handle.net/10365/26647.

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Expansive soils are widely found in many parts of the world. Highly active smectite clay mineral Montmorillonite is the major constituent in these clays and can expand or contract up to 15 times of their original volume. Constrained swelling exert large amount of stress causing damage to structures, pavements etc. These clays are also used as barrier materials, Nano-materials in polymer clay Nano composites and drug delivery systems. Several factors influence the swelling potential such as water content, density, voids, electrolyte content and cation exchange capacity. However, molecular scale mechanisms that control swelling behavior in these clays need to be understood. Objectives of this research are to provide an insight into mechanisms that result in swelling of these clays. Molecular modeling is used to build and study solvation of Na-Montmorillonite system. Trajectories of water molecules are captured and the evolutions of interaction energies with swelling are calculated.

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36

Southworth, Roger Kevin 1961. "SPATIAL VARIATION MODELING OF REGULARLY SPACED SOIL PROPERTY DATA IN ONE DIMENSION (TIME SERIES ANALYSIS)". Thesis, The University of Arizona, 1986. http://hdl.handle.net/10150/276870.

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37

Lam, Ting-hong. "Effects of seepage on soil behavior". Click to view the E-thesis via HKUTO, 2010. http://sunzi.lib.hku.hk/hkuto/record/B4423630X.

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38

Ridley, Andrew Martin. "The measurement of soil moisture suction". Thesis, Imperial College London, 1993. http://hdl.handle.net/10044/1/7933.

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39

Lam, Ting-hong y 林廷康. "Effects of seepage on soil behavior". Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2010. http://hub.hku.hk/bib/B4423630X.

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40

Niemiec, Jonathan. "Investigation of soil-geosynthetic interface properties". Morgantown, W. Va. : [West Virginia University Libraries], 2005. https://etd.wvu.edu/etd/controller.jsp?moduleName=documentdata&jsp%5FetdId=3929.

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Thesis (M.S.)--West Virginia University, 2005.
Title from document title page. Document formatted into pages; contains xvi, 222 p. : ill. (some col.). Includes abstract. Includes bibliographical references (p. 218-222).

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41

Fredlund, Murray D. "The role of unsaturated soil property functions in the practice of unsaturated soil mechanics". Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape4/PQDD_0032/NQ63867.pdf.

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42

Malasavage, Nicholas Eugene Wartman Joseph. "Post-seismic displacement response in normally consolidated clay slopes /". Philadelphia, Pa. : Drexel University, 2010. http://hdl.handle.net/1860/3202.

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43

Yung, See Yuen. "Determination of shear wave velocity and anisotropic shear modulus of an unsaturated soil /". View abstract or full-text, 2004. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202004%20YUNG.

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44

Mattar, Joe. "An investigation of tunnel-soil-pile interaction in cohesive soils /". Thesis, McGill University, 2007. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=112577.

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Underground tunnels are considered to be a vital infrastructure component in most cities around the world. Careful planning is always necessary to ensure minimum impact on nearby surface and subsurface structures. This thesis describes the experimental and numerical investigations carried out at McGill University to examine the effect of existing pile foundation on the stresses developing in a newly constructed tunnel supported by a flexible lining system. A small scale testing facility was designed and built to simulate the process of tunnel excavation and lining installation in the close vicinity of pre-installed piles. Lining stresses were measured for different separation distances between the tunnel and the existing piles. Significant decrease in circumferential stresses was observed when the lining was installed at a distance that ranges between one to three times the tunnel diameter from the piles. Two-dimensional finite element analyses were also conducted to investigate the different aspects of the pile-soil-lining interaction including lining deformation, axial forces and bending moments. The measured lining stresses agreed with those obtained using finite element analysis. The results presented in this study provided an insight into understanding an important aspect of this soil-structure interaction problem.

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45

Biswas, Sharbaree. "Study of cohesive soil-granular filter interaction incorporating critical hydraulic gradient and clogging". Access electronically, 2005. http://www.library.uow.edu.au/adt-NWU/public/adt-NWU20060221.100311/index.html.

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46

Cripps, Andrew Jonathan. "Modelling and measurement of soil gas flow". Thesis, University College London (University of London), 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.266643.

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47

Uchaipichat, Anuchit Civil &amp Environmental Engineering Faculty of Engineering UNSW. "Experimental investigation and constitutive modelling of thermo-hydro-mechanical coupling in unsaturated soils". Awarded by:University of New South Wales. School of Civil and Environmental Engineering, 2005. http://handle.unsw.edu.au/1959.4/22068.

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A thermo-elastic-plastic model for unsaturated soils has been presented based on the effective stress principle considering the thermo-mechanical and suction coupling effects. The thermo-elastic-plastic constitutive equations for stress-strain relations of the solid skeleton and changes in fluid content and entropy for unsaturated soils have been established. A plasticity model is derived from energy considerations. The model derived covers both associative and non-associative flow behaviours and the modified Cam-Clay is considered as a special case. All model coefficients are identified in terms of measurable parameters. To verify the proposed model, an experimental program has been developed. A series of controlled laboratory tests were carried out on a compacted silt sample using a triaxial equipment modified for testing unsaturated soils at elevated temperatures. Imageprocessing technique was used for measuring the volume change of the samples subjected to mechanical, thermal and hydric loading. It is shown that the effective critical state parameters M, ???? and ???? are independent of temperature and matric suction. Nevertheless, the shape of loading collapse (LC) curve was affected by temperature and suction. Furthermore, the temperature change affected the soil water characteristic curve and an increase in temperature caused a decrease in the air entry suction. The simulations from the proposed model are compared with the experimental results. The model calibration was performed to extract the model parameters from the experimental results. Good agreement between the results predicted using the proposed model and the experimental results was obtained in all cases.

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48

Xu, Dapeng. "Time effects on soil behavior : a particulate-scale study on the mechanisms of secondary consolidation and ageing /". View abstract or full-text, 2006. http://library.ust.hk/cgi/db/thesis.pl?CIVL%202006%20XU.

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49

Hoyos, Laureano R. Jr. "Experimental and computational modeling of unsaturated soil behavior under true triaxial stress states". Diss., Georgia Institute of Technology, 1998. http://hdl.handle.net/1853/32773.

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50

Neumann, Dieter. "Hyperbolic soil parameters for granular soils derived from pressuremeter tests for finite element programs". PDXScholar, 1987. https://pdxscholar.library.pdx.edu/open_access_etds/3718.

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In the discipline of geotechnical Engineering the majority of finite element program users is familiar with the hyperbolic soil model. The input parameters are commonly obtained from a series of triaxial tests. For cohesionless soil ls however, today's sampling techniques fail to provide undisturbed soil specimen. Furthermore, routine triaxial tests can not be carried out on soils with grains exceeding 10 - 15 mm in size.

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