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August 1, 2019A First Course in HydraulicsJohn D. FentonInstitute of Hydraulic Engineering and Water Resources ManagementVienna University of Technology, Karlsplatz 13/222,1040 Vienna, AustriaURL: http://johndfenton.com/URL: mailto:[email protected] course of lectures is an introduction to hydraulics, the traditional name for fluid mechanics incivil and environmental engineering where sensible and convenient approximations to apparentlycomplex situations are made. An attempt is made to obtain physical understanding and insight intothe subject by emphasising that we are following a modelling process, where simplicity, insight, andadequacy go hand-in-hand. We hope to include all important physical considerations, and to excludethose that are not important, but with understanding of what is being done. It is hoped that this willprovide a basis for further sophistication if necessary in practice – if a problem contains unexpectedphenomena, then as much advanced knowledge should be used as is necessary, but this should bebrought in with a spirit of scepticism.Table of ContentsReferences.1.The nature and properties of fluids, forces, and flows . . .1.1 Properties of fluids . . . . . . . . . . . .1.2 Forces acting on a fluid . . . . . . . . . .1.3 Units . . . . . . . . . . . . . . . .1.4 Turbulent flow and the nature of most flows in hydraulics. 5. 5. 12. 12. 122.Hydrostatics . . . . . . . . . . . . . . . . .2.1 Fundamentals . . . . . . . . . . . . . . . . . . . .2.2 Forces on submerged planar objects2.3 Forces on submerged boundaries of general shape . . .2.4 The buoyancy and stability of submerged and floating bodies.22222831363.Fluid kinematics and flux of quantities . . . . . . . . . .3.1 Kinematic definitions . . . . . . . . . . . . .3.2 Flux of volume, mass, momentum and energy across a surface3.3 Control volume, control surface . . . . . . . . . .414142444.Conservation of mass – the continuity equation5.Conservation of momentum and forces on bodies.4.1. 44. 45

A First Course in HydraulicsJohn D. Fenton6.Conservation of energy. . . . . . . . . .6.1 The energy equation in integral form . . . .6.2 Application to simple systems . . . . . . . .6.3 Bernoulli’s equation along a streamline6.4 Crocco’s law – a generalisation of Bernoulli’s law. . . . . . . . . .6.5 Irrotational flow6.6 Summary of applications of the energy equation .505052545658597. . . . . .Dimensional analysis and similarity. . . . . . .7.1 Dimensional homogeneity7.2 Buckingham Π theorem . . . . . . . . . . . . . . . . . .7.3 Useful points7.4 Named dimensionless parameters . . . . .7.5 Physical scale modelling for solving flow problems.5959596062638.Flow in pipes. . . . . . . . . . . . . . . .8.1 The resistance to flow . . . . . . . . . . . .8.2 Practical single pipeline design problems . . . . . .8.3 Minor losses . . . . . . . . . . . . . . . . . . . . . . . . . . .8.4 Pipeline systems8.5 Total head, piezometric head, and potential cavitation lines.6464686971739.Discharge measurement in pipes. . . . . . . . . .9.1 Differential head meters – Venturi, nozzle and orifice meters9.2 Acoustic flow meters . . . . . . . . . . . .9.3 Magnetic Flowmeters . . . . . . . . . . . .8686899010.Pressure surges in pipes . . . . . . . . . . . . . .10.1 Introduction . . . . . . . . . . . . . . . .10.2 The phenomenon of water hammer . . . . . . . . .10.3 Sequence of events following sudden valve closure . . . .10.4 Derivation of fundamental relationship using steady momentumtheorem . . . . . . . . . . . . . . . . .10.5 Practical considerations . . . . . . . . . . . .91919192. 93. 94Pumps and turbines. . . . . . . . . . .11.1 Introduction to pump types . . . . . . .11.2 Hydraulic ram pumps . . . . . . . . .11.3 Centrifugal Pumps . . . . . . . . . .11.4 Pump Performance Curves/Characteristic Curves11.5 Dimensional analysis . . . . . . . . .11.6 Similarity laws . . . . . . . . . . .11.7 Series and parallel operation . . . . . . . . . .11.8 Euler equation for a rotor (impeller)11.9 Water turbines . . . . . . . . . . .11.2.959596979899101103103105

A First Course in HydraulicsJohn D. FentonUseful reading and reference materialHistorical worksGarbrecht, G. (ed.) (1987) Hydraulics and hydraulic research: a historicalreview, Rotterdam ; Boston : A.A. BalkemaAnencyclopaedicoverviewhistoricalRouse, H. and S. Ince (1957) History of hydraulics, Iowa Institute of HydraulicResearch, State University of IowaAn interesting readable historyStandard fluid mechanics & hydraulics textbooksDouglas, J.F., J.M. Gasiorek, and J.A. Swaffield (2001) Fluid mechanics, Pearson EducationStandard hydraulics textbookFrancis, J.R.D. and P. Minton (1984) Civil engineering hydraulics, E. ArnoldA clear and brief presentationFeatherstone, R.E., and C. Nalluri (1995) Civil engineering hydraulics: essential theory with worked examples, Blackwell SciencePractically-oriented, with examplesRouse, H. (1946) Elementary mechanics of fluids, WileyClear and high-level explanation ofthe basicsStreet, R. L., G. Z. Watters, and J. K. Vennard (1996) Elementary fluid mechanics, WileyStandard hydraulics textbookStreeter, V. L., and E. B. Wylie (1998) Fluid mechanics, McGraw-HillStandard hydraulics textbookWhite, F. M. (2003) Fluid Mechanics, Fifth edn, McGraw-HillStandard hydraulics textbookWorked solutionsAlexandrou, A. N. (1984) Solutions to problems in Streeter/Wylie, Fluid mechanics, McGraw-HillDouglas, John F (1962) Solution of problems in fluid mechanics,Pitman PaperbacksBooks which deal more with practical design problems – of more use in later semestersChadwick, A. and J. Morfett (1993) Hydraulics in civil and environmental engineering, EFN SponPractice-orientedMays, L. W. (editor-in-chief) (1999) Hydraulic design handbook, McGraw-HillEncyclopaedic, and outside thiscourseNovak, P. et al. (1996) Hydraulic structures, SponPractice-orientedRoberson, J. A., J. J. Cassidy, M. H. Chaudhry (1998) Hydraulic engineering,WileyPractice-orientedSharp, J.J. (1981) Hydraulic modelling, ButterworthsFor modelling and dimensionalsimilitude3

A First Course in HydraulicsJohn D. FentonReferencesBatchelor, G. K. (1967), An Introduction to Fluid Dynamics, Cambridge.Colebrook, C. F. (1939), Turbulent flow in pipes with particular reference to the transition region between thesmooth and rough pipe laws, J. Inst. Civ. Engrs 11, 133–156.Colebrook, C. F. & White, C. M. (1937), Experiments with fluid friction in roughened pipes, Proc. Roy. Soc.London Ser. A 161, 367–381.Fenton, J. D. (2002), The application of numerical methods and mathematics to hydrography, in Proc. 11thAustralasian Hydrographic Conference, 3 July - 6 July 2002, Sydney.Fenton, J. D. (2005), On the energy and momentum principles in hydraulics, in Proc. 31st Congress IAHR,Seoul, pp. 625–636.Haaland, S. E. (1983), Simple and explicit formulas for the friction factor in turbulent pipe flow, J. Fluids Engng105, 89–90.Montes, S. (1998), Hydraulics of Open Channel Flow, ASCE, New York.Moody, L. F. (1944), Friction factors for pipe flow, Trans. ASME 66, 671–684 (including discussion).Rouse, H. (1937), Modern conceptions of the mechanics of fluid turbulence, Trans. ASCE 102(1965 (also published in facsimile form in Classic Papers in Hydraulics (1982), by J. S. McNown and others, ASCE)), 52–132.Sharp, B. B. (1981), Water Hammer, Edward Arnold.Streeter, V. L. & Wylie, E. B. (1981), Fluid Mechanics, first SI Metric edn, McGraw-Hill Ryerson, Toronto.Swamee, P. K. & Jain, A. K. (1976), Explicit equations for pipe-flow problems, J. Hydraulics Div. ASCE 102, 657–664.White, F. M. (2003), Fluid Mechanics, fifth edn, McGraw-Hill, New York.4

A First Course in HydraulicsJohn D. Fenton1.The nature and properties of fluids, forces, and flows1.1Properties of fluids1.1.1Definition of a fluid(a) Liquid(b) Gas(c) Liquid with other moleculeFigure 1-1. Behaviour of typical molecules (a) of a liquid, (b) a gas, and (c) a different molecule in a liquidA fluid is matter which, if subject to an unbalanced external force, suffers a continuous deformation. The forceswhich may be sustained by a fluid follow from the structure, whereby the molecules are able to move freely. Gasmolecules have much larger paths, while liquid molecules tend to be closer to each other and hence are heavier.Fluids can withstand large compressive forces (pressure), but only negligibly small tensile forces. Fluids at restcannot sustain shear forces, however fluids in relative motion do give rise to shear forces, resulting from a momentum exchange between the more slowly moving particles and those which are moving faster. The momentumexchange is made possible because the molecules move relatively freely.Especially in the case of a liquid, we can use the analogy of smooth spheres (ball bearings, billiard balls) to modelthe motion of molecules. Clearly they withstand compression, but not tension.Molecular ructureResponse to forceGasesLarge (light)Great, moleculesmoving at largevelocitiesandcollidingIf confined, elastic in compression, notin tension or shear.Small (material is heavy)Very littleVibratoryRigid, molecules do not moverelative to each other. Stress isproportional to strainResisted continuously, static ordynamicMolecules free to move and slip pastone another. If a force is applied it continues to change the alignment of particles. Liquid resistance is dynamic (inertial and viscous).Table 1-1. Characteristics of solids and fluids1.1.2The continuum hypothesisIn dealing with fluid flows we cannot consider individual molecules. We replace the actual molecular structureby a hypothetical continuous medium, which at a point has the mean properties of the molecules surrounding thepoint, over a sphere of radius large compared with the mean molecular spacing. The term "fluid particle" is takento mean a small element of fluid which contains many molecules and which possesses the mean fluid properties atits position in space.5

A First Course in Hydraulics1.1.3John D. FentonDensityThe density is the mass per unit volume of the fluid. It may be considered as a point property of the fluid, and isthe limit of the ratio of the mass contained in a small volume to that volume: lim 0 In fact the limit introduced above must be used with caution. As we take the limit 0, the density behaves asshown in Figure 1-2. The real limit is , which for gases is the cube of the mean free path, and for liquidsis the volume of the molecule. For smaller volumes considered the fact that the fluid is actually an assemblage ofparticles becomes important. In this course we will assume that the fluid is continuous, the continuum hypothesis. If “inside” moleculePossible variation if the fluid is compressibleIf “outside” molecule V V *Figure 1-2. Density of a fluid as obtained by considering successively smaller volumes , showing the apparent limit of aconstant finite value at a point, but beyond which the continuum hypothesis breaks down.As the temperature of a fluid increases, the energy of the molecules as shown in Figure 1-1 increases, each moleculerequires more space, and the density decreases. This will be quantified below in §1.1.8, where it will be seen thatthe effect for water is small.1.1.4Surface tensionThis is an important determinant of the exchange processes between the air and water, such as, for example, thepurification of water in a reservoir, or the nature of violent flow down a spillway. For the purposes of this course itis not important and will not be considered further.1.1.5Bulk modulus and compressibility of fluidsThe effect of a pressure change is to bring about a compression or expansion of the fluid by an amount . Thetwo are related by the bulk modulus , constant for a constant temperature, defined: The latter term is the ”volumetric strain”. is large for liquids, so that density changes due to pressure changesmay be neglected in many cases. For water it is 2 070 G N m 2 . If the pressure of water is reduced from 1atmosphere (101,000 N m 2 ) to zero, the density is reduced by 0.005%. Thus, for many practical purposes wateris incompressible with change of pressure.1.1.6DiffusivityFluids may contain molecules of other materials, such as chemical pollutants. The existence of such materials ismeasured by the mass concentration per unit volume in a limiting sense as the measuring volume goes to zero. ata point, invoking the continuum hypothesis. The particles will behave rather similarly to individual fluid moleculesbut where they retain their identity, as suggested in Figure 1-1(c).Diffusion is the spontaneous spreading of matter (particles or molecules), heat, momentum, or light because of acontinuous process of random particle movements. No work is required for diffusion in a closed system. It is one6

A First Course in HydraulicsJohn D. Fentontype of transport process, which in many areas of water engineering is not important and can be neglected, yet it isresponsible for several important processes as well.Figure 1-3. Typical behaviour of diffusion of an initial point concentrationWe can consider a discrete physical analogy that reveals the nature of diffusion, but instead of a three-dimensionalmedium, a one-dimensional medium is considered, where a single particle is free to make a series of discretemovements, either to left or right, according to no particular physical law, merely the likelihood that the particlewill move and it can move in either direction. If we consider an initial cloud of many particles concentratednear a single point, it can be shown that this process proceeds as shown in Figure 1-3, where the concentration isplotted vertically as a function of horizontal distance . It shows the macroscopic behaviour of diffusion, whereirregularities and concentrations spread out as time passes, such that as time becomes infinite the diffusing quantityis everywhere but in vanishingly-small quantities. This is perhaps a surprising result, that in a cloud of particles,if a particle can go in any direction, the net result is for it to spread out. If we consider a region of uniformconcentration, say, then if any particle moves, it moves to the same concentration. On the edge of the cloud,however, a particle can move either back into the cloud, not changing the concentration, or it can move out of thecloud, thereby contributing to the spreading out of the cloud. At the next time step, this would be repeated, and soon.It can be shown that we obtain Fick’s law1 for the mass flux (flow) in the direction due to diffusion: (1.1)where is the coefficient of diffusion, of dimensions L2 T 1 , expressing the ease with which particles move throughthe surrounding medium. The negative sign is because particles flow from a region of high concentration to oneof low. Note that has units of concentration velocity, the rate at which matter is being transported per unitcross-sectional area of flow.Hence we have seen that the flow of matter is proportional to the gradient of the concentration – but that thisdoes not come from any special physical property of the concentration, such as particles being repelled by similarparticles, but merely because where there are many particles there will be more travelling away from that regionthan are travelling to that region. In all cases of diffusion, the net flux of the transported quantity (atoms, energy, orelectrons) is equal to a physical property (diffusivity, thermal conductivity, electrical conductivity) multiplied by agradient (a concentration, thermal, electric field gradient). Noticeable transport occurs only if there is a gradient- for example in thermal diffusion, if the temperature is constant, heat will move as quickly in one direction as inthe other, producing no net heat transport or change in temperature.In Brownian motion and diffusion the random motion comes from the molecular natures of the constituents. Belowit will be shown that in fluids this leads to the physical attribute of viscosity. Subsequently it is shown that in realpipes and waterways the random motion is dominated by the movement in the water of finite masses of water,rather than to individual molecules.1Adolf Fick (born 1829, in Kassel, Germany; died 1901), a medical doctor. He is usually credited withthe invention of contact lenses as well.7

A First Course in Hydraulics1.1.7John D. FentonViscosityIf, instead of the fluid being stationary in a mean sense, if parts of it are moving relative to other parts, then if afluid particle moves randomly, as shown above, it will in general move into a region of different velocity, therewill be some momentum transferred, and an apparent force or stress appears. This gives rise to the phenomenon ofviscosity, which is a diffusivity associated with the momentum or velocity of the moving fluid, and has the effectof smoothing out velocity gradients throughout the fluid in the same way that we saw that diffusivity of a substancein water leads to smoothing out of irregularities.A model of a viscous fluid:Consider two parallel moving rows of particles, each of mass , with ineach row. The bottom row is initially moving at velocity , the upper at , as shown in the figure. At a certaininstant, one particle moves, in the random fashion associated with the movement of molecules even in a still fluid,as shown earlier, from the lower to the upper row and another moves in the other direction.u uuThe velocities of the two rows after the exchange are written as and . Now considering the momenta of thetwo layers, the effect of the exchange of particles has been to increase the momentum of the slow row and decreasethat of the fast row. Hence there has been an apparent force across the interface, a shear stress.This can be quantified:Initial -momentum of bottom rowInitial -momentum of top rowChange of -momentum of bottom rowChange of -momentum of top rowFinal -momentum of bottom rowFinal -momentum of top row ( ) ( )( ) ( ) ( )( )In the absence of other forces, equating the momenta gives ( ) ( ) Thus, and Hence the lower slower fluid is moving slightly faster and the faster upper fluid is moving slightly slower thanbefore. Subtracting, the velocity difference between them now gives 2 thus and we can see the effect of viscosity in reducing differences throughout the fluid.In fact, if we consider the whole shear flow as shown in Figure 1-4, we can obtain an expression for shear stress inthe fluid in terms of the velocity gradient, as follows:Impulse of top row on bottom 8

A First Course in HydraulicsJohn D. FentondzzduxFigure 1-4. Shear flow, where the velocity in one direction is a function of the transverse velocity co-ordinate If is the average time between such momentum exchanges, thenmean shear force As the horizontal velocity is a function of , then if the two rows are apart, the differential of is and the mean shear stress per unit distance normal to the flow ismean shear stress mean shear force length 1 where is the mean particle spacing in . Now, , , and are characteristic of the fluid and not of theflow, and so we have mean shear stress the transverse velocity shear gradient. Fluids for which this holds are known as Newtonian Fluids, as are mostcommon fluids. The law is written (1.2) where is the coefficient of dynamic viscosity, which is defined here. Although we have only considered parallelflows here, the