Mapping Thixo-Visco-Elasto-Plastic Behavior
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Bingham Yield Stress and Bingham Plastic Viscosity of Homogeneous Non-Newtonian Slurries
View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by Cape Peninsula University of Technology BINGHAM YIELD STRESS AND BINGHAM PLASTIC VISCOSITY OF HOMOGENEOUS NON-NEWTONIAN SLURRIES by Brian Tonderai Zengeni Student Number: 210233265 Dissertation submitted in partial fulfilment of the requirements for the degree and which counts towards 50% of the final mark Master of Technology Mechanical Engineering in the Faculty of Engineering at the Cape Peninsula University of Technology Supervisor: Prof. Graeme John Oliver Bellville Campus October 2016 CPUT copyright information The dissertation/thesis may not be published either in part (in scholarly, scientific or technical journals), or as a whole (as a monograph), unless permission has been obtained from the University DECLARATION I, Brian Tonderai Zengeni, declare that the contents of this dissertation represent my own unaided work, and that the dissertation has not previously been submitted for academic examination towards any qualification. Furthermore, it represents my own opinions and not necessarily those of the Cape Peninsula University of Technology. October 2016 Signed Date i ABSTRACT This dissertation presents how material properties (solids densities, particle size distributions, particle shapes and concentration) of gold tailings slurries are related to their rheological parameters, which are yield stress and viscosity. In this particular case Bingham yield stresses and Bingham plastic viscosities. Predictive models were developed from analysing data in a slurry database to predict the Bingham yield stresses and Bingham plastic viscosities from their material properties. The overall goal of this study was to develop a validated set of mathematical models to predict Bingham yield stresses and Bingham plastic viscosities from their material properties. -
Modification of Bingham Plastic Rheological Model for Better Rheological Characterization of Synthetic Based Drilling Mud
View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by Covenant University Repository Journal of Engineering and Applied Sciences 13 (10): 3573-3581, 2018 ISSN: 1816-949X © Medwell Journals, 2018 Modification of Bingham Plastic Rheological Model for Better Rheological Characterization of Synthetic Based Drilling Mud Anawe Paul Apeye Lucky and Folayan Adewale Johnson Department is Petroleum Engineering, Covenant University, Ota, Nigeria Abstract: The Bingham plastic rheological model has generally been proved by rheologists and researchers not to accurately represent the behaviour of the drilling fluid at very low shear rates in the annulus and at very high shear rate at the bit. Hence, a dimensionless stress correction factor is required to correct these anomalies. Hence, this study is coined with a view to minimizing the errors associated with Bingham plastic model at both high and low shear rate conditions bearing in mind the multiplier effect of this error on frictional pressure loss calculations in the pipes and estimation of Equivalent Circulating Density (ECD) of the fluid under downhole conditions. In an attempt to correct this anomaly, the rheological properties of two synthetic based drilling muds were measured by using an automated Viscometer. A comparative rheological analysis was done by using the Bingham plastic model and the proposed modified Bingham plastic model. Similarly, a model performance analysis of these results with that of power law and Herschel Buckley Model was done by using statistical analysis to measure the deviation of stress values in each of the models. The results clearly showed that the proposed model accurately predicts mud rheology better than the Bingham plastic and the power law models at both high and low shear rates conditions. -
A Review on Recent Developments in Magnetorheological Fluid Based Finishing Processes
© 2018 JETIR June 2018, Volume 5, Issue 6 www.jetir.org (ISSN-2349-5162) A REVIEW ON RECENT DEVELOPMENTS IN MAGNETORHEOLOGICAL FLUID BASED FINISHING PROCESSES Kanthale V. S., Dr. Pande D. W. College of Engineering Pune, India ABSTRACT-The recent engineering applications demand the use of tough, high intensity and high temperature resistant materials in technology, which evolved the need for newer and better finishing techniques. The conventional machining or finishing methods are not workable for the hard materials like carbides; ceramics, die steel. Magnetorheological fluid assisted finishing process is a new technique under development and becoming popular in this epoch. With the use of external magnetic field, the rheological properties of the MR fluid can be controlled for polishing the surfaces of components. An extended survey of the material removal mechanism and subsequent evolution of analytical MR models are necessary for raising the finishing operation of the MR fluid process. Understanding the influence of various process parameters on the process performance measures such as surface finish and material removal rate. The objective of this study is to do a comprehensive, critical and extensive review of various material removal models based on MR fluid in terms of experimental mechanism, finding the effects of process parameters, characterization and rheological properties of MR fluid. This paper deals with various advancements in MR fluid based process and its allied processes have been discussed in the making the developments in the future in these processes. KEYWORDS: Magnetorheological fluid (MR fluid), Process parameter, Surface roughness, Material removal rate 1. INTRODUCTION The modern engineering applications have necessitated high precision manufacturing. -
Rough-Wall and Turbulent Transition Analyses for Bingham Plastics
THOMAS, A.D. and WILSON, K.C. Rough-wall and turbulent transition analyses for Bingham plastics. Hydrotransport 17. The 17th International Conference on the Hydraulic Transport of Solids, The Southern African Institute of Mining and Metallurgy and the BHR Group, 2007. Rough-wall and turbulent transition analyses for Bingham plastics A.D. THOMAS* and K.C. WILSON† *Slurry Systems Pty Ltd, Australia †Queens University, Canada Some years ago, the authors developed an analysis of non- Newtonian pipe flow based on enhanced turbulent microscale and associated sub-layer thickening. This analysis, which can be used for various rheologic modelling equations, has in the past been applied to smooth-walled pipes. The present paper extends the analysis to rough walls, using the popular Bingham plastic equation as a representative rheological behaviour in order to prepare friction-factor plots for comparison with measured results. The conditions for laminar-turbulent transition for both smooth and rough walls are also considered, and comparisons are made with earlier correlations and with experimental data. Notation D internal pipe diameter f friction factor (Darcy-Weisbach) fT value of f at laminar-turbulent transition He Hedström number (see Equation [2]) k representative roughness height Re* shear Reynolds number (DU*/) Re*k Reynolds number based on roughness (kU*/ ) ReB Bingham plastic Reynolds number (VD/B) U local velocity at distance y from wall U* shear velocity (͌[o/]) V mean (flow) velocity VN mean (flow) velocity for a Newtonian fluid -
Using Effective Stress Theory to Characterize the Behaviour of Backfill
Paper 27 Minefill Using effective stress theory to characterize the behaviour of backfill A.B. Fourie, Australian Centre for Geomechanics, University of Western Australia, Perth, Western Australia, M. Fahey and M. Helinski, University of Western Australia, Perth, Western Australia ABSTRACT The importance of understanding the behaviour of cemented paste backfill (CPB) within the framework of the effective stress concept is highlighted in this paper. Only through understand- ing built on this concept can problems such as barricade loads, the rate of consolidation, and arch- ing be fully understood. The critical importance of the development of stiffness during the hydration process and its impact on factors such as barricade loads is used to illustrate why conven- tional approaches that implicitly ignore the effective stress principle are incapable of capturing the essential components of CPB behaviour. KEYWORDS Cemented backfill, Effective stress, Barricade loads, Consolidation INTRODUCTION closure (i.e. the stiffness or modulus of compressibil- ity) that is of primary interest. As the filled stopes The primary reason for backfilling will vary from compress under essentially confined, one-dimen- site to site, with the main advantages being one or a sional (also known as K0) conditions, the stiffness combination of the following: occupying the mining increases with displacement. Well-graded hydaulic void, limiting the amount of wall convergence, use as fills have been shown to generate the highest settled a replacement roof, minimizing areas of high stress density and this, combined with the exponential con- concentration or providing a self-supporting wall to fined compression behaviour of soil (Fourie, Gür- the void created by extraction of adjacent stopes. -
Landslide Triggering Mechanisms
kChapter 4 GERALD F. WIECZOREK LANDSLIDE TRIGGERING MECHANISMS 1. INTRODUCTION 2.INTENSE RAINFALL andslides can have several causes, including Storms that produce intense rainfall for periods as L geological, morphological, physical, and hu- short as several hours or have a more moderate in- man (Alexander 1992; Cruden and Vames, Chap. tensity lasting several days have triggered abun- 3 in this report, p. 70), but only one trigger (Varnes dant landslides in many regions, for example, 1978, 26). By definition a trigger is an external California (Figures 4-1, 4-2, and 4-3). Well- stimulus such as intense rainfall, earthquake shak- documented studies that have revealed a close ing, volcanic eruption, storm waves, or rapid stream relationship between rainfall intensity and acti- erosion that causes a near-immediate response in vation of landslides include those from California the form of a landslide by rapidly increasing the (Campbell 1975; Ellen et al. 1988), North stresses or by reducing the strength of slope mate- Carolina (Gryta and Bartholomew 1983; Neary rials. In some cases landslides may occur without an and Swift 1987), Virginia (Kochel 1987; Gryta apparent attributable trigger because of a variety or and Bartholomew 1989; Jacobson et al. 1989), combination of causes, such as chemical or physi- Puerto Rico (Jibson 1989; Simon et al. 1990; cal weathering of materials, that gradually bring the Larsen and Torres Sanchez 1992)., and Hawaii slope to failure. The requisite short time frame of (Wilson et al. 1992; Ellen et al. 1993). cause and effect is the critical element in the iden- These studies show that shallow landslides in tification of a landslide trigger. -
Geomechanical Modeling of In-Situ Stresses Around a Borehole
Geomechanical Modeling of In-Situ Stresses Around a Borehole Samantha Grandi, Rama Rao, and M. Nafi Toks¨oz Earth Resources Laboratory Dept. of Earth, Atmospheric, and Planetary Sciences Massachusetts Institute of Technology Cambridge, MA 02139 Abstract In this paper, we present a modelling of the in-situ stress state associated with the severe hole enlargement of a wellbore. Geomechanical information is relevant to assure wellbore stability, i.e., to prevent damages in the formation and later on, the casing. Many of the drilling parameters, as mud weight or the optimal orientation of the borehole, require some knowledge of the mechanical behaviour of the rock. The lack of these kind of data in exploratory areas, where there are usually insufficient constraints for the geological model, increases even more the risk, hence the costs. The present model uses the concepts of poroelasticity theory to compute the stationary 2D, brittle response of the formation around a borehole that is submitted to effective compressive horizontal stresses. The numerical solution is obtained using a finite element approximation. The initial stress state at the far field was estimated combining a frictional-failure theory with the observations of dipmeter caliper in a particular borehole that presents elongations in a preferential di- rection. The direction and relative extension of the observed breakouts at a particular depth are modelled successfully using formation realistic parameters and dimensions, although the exact shape of the borehole (at all angles) was unknown. For the particular case study, the orientation of the breakout is NE-SW, at about 82 degrees azimuth. Therefore, the maximum horizontal stress lies at approximately 350 degrees azimuth. -
Slope Stability
Slope stability Causes of instability Mechanics of slopes Analysis of translational slip Analysis of rotational slip Site investigation Remedial measures Soil or rock masses with sloping surfaces, either natural or constructed, are subject to forces associated with gravity and seepage which cause instability. Resistance to failure is derived mainly from a combination of slope geometry and the shear strength of the soil or rock itself. The different types of instability can be characterised by spatial considerations, particle size and speed of movement. One of the simplest methods of classification is that proposed by Varnes in 1978: I. Falls II. Topples III. Slides rotational and translational IV. Lateral spreads V. Flows in Bedrock and in Soils VI. Complex Falls In which the mass in motion travels most of the distance through the air. Falls include: free fall, movement by leaps and bounds, and rolling of fragments of bedrock or soil. Topples Toppling occurs as movement due to forces that cause an over-turning moment about a pivot point below the centre of gravity of the unit. If unchecked it will result in a fall or slide. The potential for toppling can be identified using the graphical construction on a stereonet. The stereonet allows the spatial distribution of discontinuities to be presented alongside the slope surface. On a stereoplot toppling is indicated by a concentration of poles "in front" of the slope's great circle and within ± 30º of the direction of true dip. Lateral Spreads Lateral spreads are disturbed lateral extension movements in a fractured mass. Two subgroups are identified: A. -
The Effect of Additives and Temperature on the Rheological Behavior of Invert (W/O) Emulsions
The Effect of Additives and Temperature on the Rheological Behavior of Invert (W/O) Emulsions A Thesis Submitted to the College of Engineering Of Nahrain University in Partial Fulfillment Of Requirements for the Degree of Master of Science In Chemical Engineering by Samar Ali Abed Mahammed B.Sc.2004 Moharam 1430 January 2009 Abstract The main aim of this research is to study the effect of temperature on the rheological properties (yield point, plastic viscosity and apparent viscosity) of emulsions by using different additives to obtain the best rheological properties. Twenty seven emulsion samples were prepared; all emulsions in this investigation are direct emulsions when water droplets are dispersed in diesel oil, the resulting emulsion is called water-in-oil emulsion (W/O) invert emulsions. These emulsions including three different volume percentages of barite with three different volume percentages of emulsifier and three different concentrations of asphaltic material under temperatures (77, 122 and 167) °F. The rheological properties of these emulsions were investigated using a couett coaxial cylinder rotational viscometer (Fann-VG model 35 A), by measuring shear stress versus shear rate. By using the Solver Add in Microsoft Excel®, the Bingham plastic model was found to be the best fits the experimental results. It was found that when the temperature increased, it causes a decrease in the rheological properties (yield point, plastic viscosity and apparent viscosity) of emulsions which due to the change in the viscosity of continuous -
Soil Mechanics Lectures Third Year Students
2016 -2017 Soil Mechanics Lectures Third Year Students Includes: Stresses within the soil, consolidation theory, settlement and degree of consolidation, shear strength of soil, earth pressure on retaining structure.: Soil Mechanics Lectures /Coarse 2-----------------------------2016-2017-------------------------------------------Third year Student 2 Soil Mechanics Lectures /Coarse 2-----------------------------2016-2017-------------------------------------------Third year Student 3 Soil Mechanics Lectures /Coarse 2-----------------------------2016-2017-------------------------------------------Third year Student Stresses within the soil Stresses within the soil: Types of stresses: 1- Geostatic stress: Sub Surface Stresses cause by mass of soil a- Vertical stress = b- Horizontal Stress 1 ∑ ℎ = ͤͅ 1 Note : Geostatic stresses increased lineraly with depth. 2- Stresses due to surface loading : a- Infintly loaded area (filling) b- Point load(concentrated load) c- Circular loaded area. d- Rectangular loaded area. Introduction: At a point within a soil mass, stresses will be developed as a result of the soil lying above the point (Geostatic stress) and by any structure or other loading imposed into that soil mass. 1- stresses due Geostatic soil mass (Geostatic stress) 1 = ℎ , where : is the coefficient of earth pressure at # = ͤ͟ 1 ͤ͟ rest. 4 Soil Mechanics Lectures /Coarse 2-----------------------------2016-2017-------------------------------------------Third year Student EFFECTIVESTRESS CONCEPT: In saturated soils, the normal stress ( σ) at any point within the soil mass is shared by the soil grains and the water held within the pores. The component of the normal stress acting on the soil grains, is called effective stressor intergranular stress, and is generally denoted by σ'. The remainder, the normal stress acting on the pore water, is knows as pore water pressure or neutral stress, and is denoted by u. -
3. Stresses in the Ground
3-1 3. STRESSES IN THE GROUND 3.1 STRESSES IN DRY SOIL Let A in Fig. 3.1 (a) represent a small cubical shaped element of soil at a depth z in an extensive uniform soil deposit in which the ground surface is horizontal and which has been formed by the gradual accretion of material on the ground surface. Because the soil deposit is extensive (by comparison with distance z) in the horizontal direction the stresses on element A will be identical with the stresses on an adjacent element at the same depth below the ground surface. This means that there cannot be any shear stresses existing on the vertical or horizontal planes which bound element A. In other words the vertical stress ( σv) and horizontal stress ( σH) are principal stresses. The vertical stress on element A can be determined simply from the mass of the overlying material. If ρd represents the density of the soil, the vertical stress is σv = ρd gz (3.1) The horizontal stress is customarily expressed as a proportion of the vertical stress σH = K' o σv = K' o ρd gz (3.2) where K' o = coefficient of earth pressure at rest in terms of effective stresses (see equation (3.7)). This coefficient contains the words “at rest” since the soil was deposited under conditions of zero horizontal strain. In other words, because of the large lateral extent of the soil deposit, the vertical planes on any soil element A do not experience any lateral movement as the stresses increase as a consequence of the accretion of material on the ground surface. -
Critical Borehole Orientations – Rock Mechanics Aspects
DRILLING Critical Borehole Orientations – Rock Mechanics Aspects By R. BRAUN* Abstract again and again during the development of 3 Significant “Rock Mechanics” This article discusses rock mechanics as- the inclination, and these can often only be Factors pects of the relationship between borehole controlled to a limited extent by classical 3.1 In situ stresses stability and borehole orientation. Two countermeasures (variation of mud pressure The magnitudes and orientations of in situ kinds of instability are considered. One is and its composition). It is therefore worth- stresses have a decisive influence on the failures resulting from normal stresses in while in every case to take a more careful borehole loadings. In order to make a rea- planes perpendicular to the borehole, or look at the rock which is to be penetrated and sonable assessment of these in situ loadings along its axis. These may be tension or shear at the possible interactions of this with the it is essential to distinguish between the vari- failures in the direction of the minimum borehole. These interactions may be geolog- ous different components. and/or the maximum normal stress compo- ical/mineralogical or geochemical, but the First the external loading (also called the to- nent related to the borehole, or peeling/loos- ones discussed here concern rock mechan- tal loading) is to be considered. The vertical ening around the complete borehole perime- ics. The significant rock mechanics factors component of this is the total overburden ter. These can be avoided, or at least mini- and the way in which they can influence pressure and it can therefore be determined mized, by the selection of an appropriate borehole stability are discussed in the directly (for example from the average den- borehole pressure.