Open access peer-reviewed chapter

Details of Hydraulic Jumps for Design Criteria of Hydraulic Structures

By Harry Edmar Schulz, Juliana Dorn Nóbrega, André Luiz Andrade Simões, Henry Schulz and Rodrigo de Melo Porto

Submitted: May 15th 2014Reviewed: August 20th 2014Published: April 1st 2015

DOI: 10.5772/58963

Downloaded: 1431

1. Introduction

The sudden transition from supercritical to subcritical flow, known as hydraulic jump, is a phenomenon that, although being studied along decades, still presents aspects that need better quantification. Geometrical characteristics, such as the length of the roller (or the jump itself), still have no definitive formulation for designers of hydraulic structures. Even predictions of the sequent depths, usually made considering no shear forces, may present deviations from the observed values.

In the present chapter the geometrical characteristics of hydraulic jumps are obtained following different deductive schemes. Firstly, two adequate control volumes and the principles of conservation of mass, momentum and energy were used to obtain the length of the roller and the sequent depths. The conditions of presence or absence of bed shear forces are discussed. Secondly, two ways are used to propose the form of surface profiles: i) a “depth deficit” criterion and ii) the mass conservation principle using an “air capture” formulation. The presence or absence of inflexion points is discussed considering both formulations. Finally, the height attained by surface fluctuations (water waves and drops), useful for the design of the lateral walls that confine the jumps, is considered using empirical information and an approximation based on results of the Random Square Waves method (RSW).

Experimental data from the literature were used for comparisons with the proposed theoretical equations, allowing the adjustment of coefficients defined in these equations.

1.1. General aspects

A supercritical flow in a long horizontal channel (or having a small slope) has an inexpressive component of the weight as impulsive force. As a result, the power dissipation induces the depth of the liquid to increase along the flow, tending to its critical value. But a sudden change, a hydraulic jump, forms before the flow reaches the critical condition (which corresponds to the condition of minimum specific energy). In other words, transitions to the subcritical condition do not occur gradually in such channels. Hydraulic jumps have been studied over the years, providing a good theoretical understanding of the phenomenon, as well as experimental data that can be used to check new conceptual proposals.

The characteristics of hydraulic jumps in free flows are of interest for different applications. For example, they are used in structures designed for flow rate measurements, or for energy dissipation, like the stilling basins downstream from spillways. Although simple to produce and to control in the engineering praxis, hydraulic jumps still present aspects which are not completely understood. Interestingly, the geometrical characteristics of the jumps are among the features whose quantification still not have consensus among researchers and professionals. Perhaps the length of the jump (or the roller) is the dimension that presents the highest level of “imprecision” when quantifying it. Such difficulties may be a consequence of the simplifying hypotheses made to obtain the usual relationships. In the most known equation for the sequent depths, the shear force is neglected, and a very simple functional dependence is obtained between the depths and the Froude number (Fr). However, by neglecting the shear force, difficulties arise to calculate the length of the jump, because it does not appear in the formulation.

Many authors observed this difficulty since the beginning of the studies on hydraulic jumps. As a consequence, also a large number of solutions were presented for the sequent depths and for the length of the jump (or roller). Good reviews were presented, for example, by [1] and [2].

The hydraulic jump may be viewed as a “shock” between the supercritical and the subcritical flows. As result of this “shock”, the water of the higher depth “falls down” on the water of the lower depth. Because of the main movement of the flow, and the resulting shear forces, a roller is formed in this “falling region”, characterized as a two phase turbulent zone with rotating motion. This description is sketched approximately in Figure 1a. Figure 1b shows an example of this highly turbulent region, responsible for most of the energy dissipation in a hydraulic jump. Despite the fact of being turbulent (thus oscillating in time) and 3D, the hydraulic jump may be quantified as a permanent 1D flow when considering mean quantities.

Figure 1.

a) The “shock” between supercritical and subcritical flows, and the “falling region” forming the roller; b) An example of the “shock” sketched in Figure 1a.

Table 1 presents some studies related to the theme around the world, while Table 2 lists some academic studies in Portuguese language, developed in universities of Brazil, as a consequence of the increasing interest on hydroelectric energy in the country, and the corresponding projects of spillways with dissipation basins. The present chapter uses the background furnished by the previous studies.

Author (quoted by [1] and [2])Contribution
Bidone (1818)Experimental observations.
Belanger (1828)Second Newtons’ law applied to the jump.
Darcy & Bazin (1856/58, published 1865)Experimental study for the evaluation of the subcritical height.
Bresse (1860)Second Newtons’ law applied to the jump.
Unwin (1880)Second Newtons’ law applied to the jump.
Feriday (1894)Experimental study.
Merriman (1903)Second Newtons’ law applied to the jump.
Gibson (1913)Verifying the Newtons’ law.
Kennison (1916)Second Newtons’ law applied to the jump.
Riegel & Beebe (1917)Description of the phenomenon. Verifying the Newtons’ law. Discussion of the length of the jump.
Safranez (1927, 1929)Verifying Newtons’ law. Discussion of the length of the jump.
Knapp (1932)Length of the jump.
Pietrkowski (1932)Length of the jump.
Trahern (1932)Localization of the jump.
Inglis & Joglekar (1933)Second Newtons’ law applied to the jump.
Einwachter (1933)Length of the jump.
Ludin & Barnes (1934)Length of the jump.
Woycieki (1934)Length of the jump.
Smetana (1934)Length of the jump.
Douma (1934)Length of the jump.
Aravin (1935)Length of the jump.
Kinney (1935)Experiments and Length of the jump.
Page (1935)Length of the jump.
Chertoussov (1935)Length of the jump.
Bakhmeteff & Matzke (1936)Extensive project for the generalization of equations.
Ivanchenko (1936)Length of the jump.
Willes (1937)Length of the jump and air entrainment.
Goodrum & Dubrow (1941)Influence of surface tension and viscosity.
Posey (1941)Length of the jump.
Wu (1949)Length of the jump.
Bureau of Reclamation (1954)Experimental study.
Schröder (1963)Length of the jump.
Rajaratnam (1965)Length of the jump.
Malik (1972)Length of the jump.
Sarma & Newnham (1973)Length of the jump.
Hager et al. (1990) [2]Length of the roller.

Table 1.

Studies related to hydraulic jumps. Table considering information contained in the studies of [1] and [2].

Having so many proposals, it may be asked why is there no consensus around one of the possible ways to calculate the geometrical characteristics. A probable answer could be that different solutions were obtained by detailing differently some of the aspects of the problem. But perhaps the most convincing answer is that the presented mechanistic schemes are still not fully convincing. So, it does not seem to be a question about the correctness of the used concepts, but on how they are used to obtain solutions. In other words, it seems that there are still no definitive criteria, generally accepted.

This chapter shows firstly the traditional quantification of the sequent depths of hydraulic jumps, which does not consider the bed shear force. In the sequence, using two adequate control volumes and the principles of conservation of mass, momentum and energy, an equation for the length of the roller is furnished. Further, the sequent depths are calculated considering the presence and the absence of bed shear forces, showing that both situations lead to different equations. Still further, the surface profiles and the height attained by the surface fluctuations (drops and waves) are discussed, and equations are furnished using i) a “depth deficit” criterion, ii) the mass conservation principle using an “air capture” formulation, and iii) an approximation that uses results of the Random Square Waves method (RSW). Literature data are used to quantify coefficients of the equations and to compare measured and calculated results.

AuthorAdvisorNature of studyUniversity
Jayme Pinto Ortiz (1982) [3]Milton Spencer Veras Jr.MSc DissertationUSP*
Jayme Pinto Ortiz (1989) [4]Angelo Raffaele CuomoDr ThesisUSP
Margarita M. Lopez Gil (1991) [5]Kokei UeharaMSc DissertationUSP
Yosuke Yamashiki (1994) [6]Podalyro Amaral de SouzaMSc DissertationUSP
Jaime Frederici Gomes (2000) [7]Marcelo Giulian MarquesMSc DissertationUFRGS**
Edgar F. Trierweiler Neto (2006) [8]Marcelo Giulian MarquesMSc DissertationUFRGS
Rafael André Wiest (2008) [9]Marcelo Giulian MarquesMSc DissertationUFRGS
Alexandre A. Mees Alves (2008) [10]Marcelo Giulian MarquesMSc DissertationUFRGS
Daniela Müller de Quevedo (2008) [11]Robin Thomas ClarkeDr ThesisUFRGS
Simone Maffini Cerezer (2008) [12]Robin Thomas ClarkeDr ThesisUFRGS
Eder Daniel Teixeira (2008) [13]Marcelo Giulian MarquesDr ThesisUFRGS
Jayme Pinto Ortiz (2011) [14]-Assoc. Prof. ThesisUSP
Maurício Dai Prá (2011) [15]Marcelo Giulian MarquesDr ThesisUFRGS
Pedro E. de A. e Souza (2012) [16]Marcelo Giulian MarquesMSc DissertationUFRGS
Juliana Dorn Nóbrega (2014) [17]Harry Edmar SchulzMSc DissertationUSP

Table 2.

Academic studies conducted in Brazil about hydraulic jumps. *USP: University of São Paulo; **UFRGS: Federal University of Rio Grande do Sul.

1.2. Traditional quantification of sequent depths

The Newton's second law for a closed system establishes that:

F=d(mV)/dt|SE1

where Fis the force, m is the mass of the system, V is the speed, and t is the time. The system is indicated by the index S. Considering the Euler formulation, for open systems or control volumes, equation (1) is rewritten using the Reynolds transport theorem, furnishing:

F=ddtVCVρdVol+SCV(ρVndA)E2

where ρ is the density, nis the unit vector normal to the control surface and pointing outside of the control volume, and A is the area of the control surface.

Hydraulic jumps in horizontal or nearly horizontal channels are usually quantified using a control volume as shown in Figure 2, with inlet section 1 and outlet section 2, no relevant shear forces at the bottom and the upper surface (Fshear), no effects of the weight (Wx), and hydrostatic pressure distributions at sections 1 and 2.

Figure 2.

Hydraulic jump and adopted control volume. The photograph was taken to show the air bubbles ascending, and the outlet section located where no air bubbles are present.

For steady state conditions, equation (2) is written as:

{F1F2+WxFshearF1F2=}F=SCV(ρVndA){=ρ(V22A2V12A1)}E3

In the sequence, from Q=V1A1=V2A2:

F1F2=ρQ2(1A21A1)E4

Q is the water flow rate, ρ is the water density, F1 and F2 are the forces due to the pressure at the inlet and outlet sections, respectively. The hydrostatic distribution of pressure leads to:

F1=ρgh1A1/2andF2=ρgh2A2/2E5

g is the acceleration of the gravity, h1 and h2 are the water depths, and A1 and A2 are the areas of the cross sections 1 and 2, respectively. Substituting equations (5) into equation (4) produces:

Q2/gA1+A1h1/2=Q2/gA2+A2h2/2E6

For a rectangular channel A1=Bh1, A2=Bh2, where B is the width of the channel. Further, the definition q=Q/B is of current use. Algebraic steps applied to equation (6) lead to:

h12h22=2q2g(1h21h1)(h2h1)(h2+h1)=2q2g(1h21h1)(h2+h1)=2q2gh1h2h12h2+h22h1=2q2g h22h12+h2h12q2gh13=0  or (h2h1)2+h2h12Fr12=0

Solving the final obtained equation for h2/h1, the result is:

h#=h2/h1=(8Fr12+11)/2whereFr1=V1/gh1E7

Figure 3 shows that equation (7) compares well with experimental results.

Figure 3.

Sequent depths ratio as a function of the Froude number. Data of [2, 18, 19].

The experimental data of [2] and [19] show that predictions of equation (7) may generate relative errors in the range of 0.10% to 12.2%. Considering simpler equations, different proposals may be found in the literature. For example. for Fr1>2 [20] suggests the simplified form h#=√2Fr1-1/2, (where h#=h2/h1). But other linear equations are also suggested. Equation (8), for example, is valid for 2.26<Fr1<15.96, has a correlation coefficient of 0.99, maximum relative error of 5.4%, for the data of Figure 3, excluding [18].

h#=1.29Fr10.116E8

Although alternative equations exist in the literature, equation (7) is one of the most known and accepted conclusions for hydraulic jumps. Interestingly, hydraulic jumps are used as dissipative singularities, but their most known design equation implies absence of dissipative shear forces. This contradiction is one of the reasons of the continuing discussion on the theme. In this chapter we present (see items 2.1.1, 2.1.2, 2.1.3) a way to conciliate the dissipative characteristic of the jump and the adequacy of the predictions given by equation (7).

1.3. Equations of the literature for the lengths of the roller and the hydraulic jump

The experimental determination of the length of the hydraulic jump is not a simple task. The intense turbulence and the occurrence of single-phase and two-phase flows adds difficulties to the measurement of flow depths, velocity fields, pressure distributions and the lengths of the roller and the hydraulic jump. A further difficulty is related to the definition of the end of the hydraulic jump. Accordingly to [1], the earliest formulation for the length of the hydraulic jump was proposed by, Riegel and Beebe, in 1917, while [2] suggest that the first systematic study of the length of the roller was made by Safranez, in 1927-1929. [21] defined the end of the hydraulic jump as the position where the free surface attains its maximum height, and the upper point of the expanding main flow (located between the roller and the bottom of the channel) coincides with the surface, beginning to decline towards the subsequent gradually varied flow. This definition led to lengths greater than the rollers.

[2] mention Schröder, who in 1963 used visualizations of the free surface to quantify jump lengths. However, such visual procedures depend on personal decisions about different aspects of the moving and undulating surface. [2] also cite Malik, who in 1972 employed a probe to measure forces and to locate the superficial region with zero mean force. The position of this region corresponds to the roller length, and the experimental error was about 8%.

The results of [18] are among the most used for calculating lengths of hydraulic jump stilling basins, downstream of spillways. The end of the jump was assumed as the position where the high velocity jet starts to peel off the bottom, or the section immediately downstream of the roller.

[19] measured pressure distributions along the bottom of a horizontal channel for hydraulic jumps with Fr1 between 4.9 and 9.3. The pressure records were used to calculate coefficients of skewness and kurtosis of the measured data along the channel. The authors obtained values of coefficients of kurtosis around 3.0, which became practically constant for distances greater than x/(h2-h1)=8.5. The authors then defined the end of the hydraulic jump as Lj=8.5(h2-h1).

[22, 23] measured water depths along a hydraulic jump in a rectangular channel, for Fr1=3.0, using an ultrasonic sensor to locate the water surface. The sensor was moved along the longitudinal axis of the channel. Vertical turbulent intensities and related Strouhal numbers were calculated for each measurement position. The authors suggested to estimate the length of the jump using the final decay of the vertical turbulent intensity at the free surface, obtaining Lj=9.5(h2-h1). Similarly, [24, 25] and [17] generated and analyzed data of ultrasonic sensors and high speed cameras to evaluate comparatively the results of the sensors and to better locate the surface.

Some equations for the length of the hydraulic jump and the roller are resumed in Table 3. Most of them can be written as Lj/h2=f(Fr1) when using equation (7). A qualitative comparison between some of these equations is shown in Figure 4, assuming the interval 2≤Fr1≤20 as valid for all equations.

Riegel and Beebe (1917):

Lj5(h2h1)E9

Safranez (1927):

Lj5.2h2E10

Ludin and Barnes (1934):

Lj=(4.5V1/Vc)h2E11

Woycieki (1934):

Lj=(h2h1)(80.05h#)E12

Smetana (1934):

Lj6(h2h1)E13

Douma (1934):

Lj=5.2h2E14

Aravin (1935):

Lj5.4(h2h1)E15

Kinney (1935):

Lj=6.02(h2h1)E16

Page (1935):

Lj=5.6h2E17

Chertoussov(1935):

Lj=10.3h1(Fr11)0.81E18

Bakhmetef, Matzke(1936):

Lj=5(h2h1)E19

Ivanchenko (1936):

Lj=10.6(h2h1)(Fr12)0.185E20

Posey (1941):

Lj4.57(h2h1)E21

Wu (1949):

Lj=10(h2h1)Fr10.16E22

Hager et al.(1992) [20]:

Lj/h1=220tgh[(Fr11)]E23

Hager et al. (1990) [2]:

Lr/h1=12+8artgh(Fr1/ar)$E24

Marques et al. (1997) [19]:

Lj=8.5(h2h1)E25

Simões et al. (2012) [23]:

Lj=9.52(h2h1)E26

Knapp (1932):

Lj=(62.5h1/E1+11.3)[(V1V2)2/(2g)(E1E2)]E27

Einwachter (1933):

Lr=(15.20.24h#)[(h#1)V12(h#1)/(h#2g)E28

Simões (2008) [26]:

Lj/h2=(Fr1281.85Fr1+61.13)/(0.6210.71Fr1)E29

Table 3.

Equations for the length of the roller and the hydraulic jump. The table uses citations of [1, 2, 18]. Vc=critical velocity; E=specific energy. $αr=20 if h1/B<0.1; αr=12,5 if 0.1≤h1/B≤0.7. B=channel width. If Fr1<6, following approximation may eventually be used: Lr/h1=8Fr1-12.

Figure 4.

a) Comparison of equations of nondimensional jump lengths proposed by different authors cited in Table 3, as a function of Fr1; b) The region of the graph covered by the equations.

Experimental data of [18] for Lj/h2, conducted for Fr1 between about 2 and 20, are shown in Figure 5. The middle curve corresponds to the adjusted equation (29) proposed by [26].

Figure 5.

Data of Lj/h2 obtained by [18], and equation (29) presented by[26] (see also [27]). The upper and lower curves are shown as envelopes.

2. Proposed formulation

2.1. The criterion of two control volumes

The focus of this item is to present the equations obtained for the length of the roller and for the sequent depths using only one deduction schema. A detailed explanation of the forces that maintain the equilibrium of the expansion is presented firstly, followed by their use to quantify the power dissipation. The integral analysis is used for the two control volumes shown in Figure 6.

Figure 6.

The two control volumes used in the present formulation, for the quantification of the length of the roller and the sequent depths of the hydraulic jump.

The two control volumes allow considering details, such as the vortex movement of the roller and the recirculating flow rate. The regime of the flow is permanent (stationary conditions), and both control volumes are at rest. In order to simplify the calculations, control volume 1 (CV1) contains the roller of the jump and ideally does not exchange mass with control volume 2 (CV2). But, as a result of the shear forces at the interface between both volumes, they exchange momentum and energy. The analyses of the flows in both volumes are made here separately.

2.1.1. Length of the roller using control volume 1 (CV1)

  1. Global Analysis of CV1

Figure 7.

a) CV1 and the forces acting on it. Fxτ and Fyτ are shear forces acting in the x and y directions, respectively; b) The three regions of influence of the characteristic velocities (V1, Vup, and Vdown) defined for CV1.

Figure 7a shows CV1 already isolated from CV2. Because there is no mass exchange between CV1 and the main flow (CV2), the mass conservation equation (30) reduces to the elementary form (31):

ddtCV1ρdVol+CSρV.dA=0E30
dMdt=0E31

CS is the control surface and M is the mass in CV1. For the momentum conservation, the general integral equation also reduces to the simplest form:

F=ddtCV1VρdVol+CSVρV.dA=0E32

Because there are no mass fluxes across the surfaces, and the flow is stationary, the resultant of the forces must vanish. It implies that, for the coordinate directions x and y:

Fx=0andFy=0E33

The mass in CV1 is constant and the volume does not change its form (that is, it will not slump and flow away). It implies that the shear forces of the flow must equate the pressure forces in the x direction, and the weight in the y direction. So, from Figure 7a, and equations (33) it follows that:

Fxτ=ρgH2B2E34
Fyτ=ρgLrBH2θ1E35

θ1 is a constant that corrects the effects of using the inclined straight line instead of the real form of the water surface (understood as the water equivalent depth). H=h2-h1 and Lr is the length of the roller.

The shear forces presented in Figure 7a induce movement to the water in CV1, so that, in a first step, power is inserted into CV1. No mass exchanges occur across the control surface, and this energy is converted into thermal energy in CV1. But, further, this thermal energy is lost to the environment (main flow and atmosphere), so that the equilibrium or the stationary situation is maintained, and the energy inserted into the volume is released as heat to the environment.

Considering the energy equation, for stationary conditions and no mass exchange between the control volumes, it follows that:

Q˙W˙=ddtCV1eρdVol+CS(e+pρ)ρV.dA=0wheree=V22+gy+uE36

W˙and Q˙are the work and the thermal energy exchanged with the surroundings per unit time, u is the specific internal energy and y is shown in Figure 7b. The surface integral vanishes because there is no mass flow across the control surface. From the first member of equation (36) it follows that:

W˙=Q˙=Power lossE37

Equation (37) means that, in this stationary case, all power furnished to CV1 is lost as heat. Equations (34, 35) and (37) allow writing:

ρgH2BV12+ρgLBH2(HΔty)upθ1=PowerlossE38

(H/∆ty) is the mean vertical velocity (Vup in Figure 7b) that allows calculating the power furnished by the upwards force. ∆ty is the mean travel time of the water in the vertical direction (positive y axis, see Figure 7b). The mean upwards flow rate equals the mean downwards flow rate (because no mass is lost in CV1), so that, considering mean quantities for the involved areas, it follows that:

Areaup(H Δty)up=Areadown(HΔty)downE39

Or, because H is the same for both directions (up and down):

Δtyup=(AreaupAreadown)ΔtydownE40

Equations (31) through (40) were obtained from integral conservation principles. In order to quantify the geometrical characteristics of the hydraulic jump, the variables Power loss and ∆ tyupstill need to be expressed as functions of the basic flow parameters. It is necessary, now, to consider the movement inside of the CV1, that is, to perform an intrinsic analysis in addition to the global analysis.

  1. Intrinsic Analysis of CV1

The total power loss in CV1 is the result of losses occurring in regions subjected to different characteristic velocities. Easily recognized are the velocity V1 and the upwards velocity H/∆ tyup. Furthermore, from equation (40) it follows that ∆ tyupcan be obtained from the downwards movement. From these considerations, three regions influenced by different “characteristic velocities” may be defined in CV1, as shown in Figure 7b. The Power loss of equation (38) is thus calculated as a sum of the losses in each region of Figure 7b, that is:

Powerloss=W˙(V1)+W˙(Vup)+W˙(Vdown)E41

The downwards region is considered firstly, following a particle of fluid moving at the “falling” boundary of the control surface, as shown in Figure 8a. (See also Figures 1a and 1b).

Figure 8.

a) The “falling” of a particle in the “downwards region”, between points A and B; b) Transversal sections S1, Sup, and Sdown in the roller.

Taking the movement along AB¯in Figure 8a, equation (42) applies:

yA+pAρg+VA22g=yB+pBρg+VB22g+hlossE42

p is the pressure, which does not vary at the surface. VA equals zero, so that the characteristic velocity is a function of VB. Considering VB=Vdown and yB=0, it follows:

H=Vdown22g+hlossE43

For local dissipations hloss is represented as proportional to the kinetic energy, considering a representative velocity. For the region of Vdown (see Figures 7b and 8) it follows that:

hloss=KVdown22g,Vdown=2gH1+K=2g'H,g'=g1+KE44

The “falling time” along AB¯is thus given by:

Δtydown=2Hg'E45

Equations (40) and (45) lead to:

Δtyup=(AreaupAreadown)2Hg'=θ22HgE46

The coefficient θ 2 accounts for the proportionality constant K of equation (44), the ratio between the mean areas of equation (40), and the use of the characteristic velocity. The power loss of the mean descending flow in the region of Vdown is given by:

W˙(Vdown)=ρgQRhloss=KρQRVdown22=K1+KρgQRHE47

The rotating flow rate QR in the roller is the remaining parameter to be known. Because no variation of mass exists, it may be quantified at any position (or transversal section “S”) of the roller (S1, Sup, and Sdown) as shown in Figure 8b. That is, QR=Q1=Qup=Qdown. Section S1 is used here to quantify QR. A general equation for the velocity profile in section S1 is used, following a power series of y, as:

VV1=i=1βi(yαH)iE48

αΗ expresses the maximum value of y in S1, as shown in Figure 8b. βi are coefficients of the power series, in which β0=1. The mean velocity in section S1 is obtained through integration, and QR is given by multiplying the mean velocity by the area αBH, furnishing, respectively:

V¯=V1i=1βii+1,QR=Q1=V1BHi=1αβii+1E49

Combining equations (47) and (49) results in:

W˙(Vdown)=ρgV1BH2θ3,θ3=K1+Ki=1αβii+1E50

Following similar steps for the flow in the region of V1, the power consumption is given by:

hloss=KV122g,W˙(V1)=ρV132BHθ4,θ4=Ki=1αβii+1E51

Finally, repeating the procedures for the flow in the region of Vup, the power consumption is given by:

hloss=K12g(HΔty)up2=K4θ22H,W˙(Vup)=ρgV1BH2θ5,θ5=K4θ22i=1αβii+1E52
  1. Final equation for CV1 using the results of the global and intrinsic analyses

From equations (38), (41), and (50 to 52), it follows that:

gLr(HΔty)up=(2θ3+2θ51θ1)gV1H+θ4θ1V13E53

Equations (46) and (53) finally produce:

g3/2H1/2Lr=θ6gV1H+θ7V13,withθ6=2θ2(2θ3+2θ51θ1)andθ7=2θ2θ4θ1E54

Nondimensional forms for the length Lr obtained from equations (54) are furnished below.

LrH=θ6Fr1h*+θ7(Fr1h*)3E55
LrH=θ6FrH+θ7FrH3E56
Lrh1=θ6Fr1h*+θ7(Fr1)3h*E57
Lrh2=θ6Fr1h#h*+θ7Fr13h*h#E58

In equations (55-58), FrH=V1/(gH)1/2, and h*=h1/H. As can be seen, the set of coefficients generated during the global and intrinsic analyses were reduced to only two, θ6 and θ7, which must be adjusted using experimental data. The normalizations (57) and (58) showed to be the most adequate for the experimental data analysed here.

2.1.2. Equation for sequent depths and Froude number using control volume 2 (CV2)

It remains to obtain an equation for the sequent depths. CV2 is now used in the stationary flow under study, as shown in Figure 9.

Figure 9.

Control volume CV2 used to obtain an equation for the sequent depths.

The forces on CV2 in the contact surfaces between CV1 and CV2 vanish mutually (equilibrium of CV1), thus they are not indicated in Figure 9. In this case, two situations may be considered:

  1. The force at the bottom (F) is neglected.

  2. The force at the bottom is relevant.

The solutions in the sequence consider both cases.

  1. The force at the bottom is neglected

From the mass conservation equation it follows that:

V2=V1/h#E59

From the momentum equation it follows that:

FBτ=ρB(h2h1)[V12/h#g(h1+h2)/2]E60

Assuming F=0, equation (7) is reproduced, that is:

h#=(1+8Fr121)/2E61

Using h1 as reference depth (for normalization procedures) equations (57) and (61) form the set of equations that relate the “sizes” h1, h2, and Lr in this study. Because F=0, dissipation concentrates in the roller region (CV1). It is of course known that the forces at the interface between both volumes dissipate energy in CV2, but because the momentum equation already furnishes a prediction for h2/h1, it is not necessary to use the energy equation for this purpose. On the other hand, when considering the resistive force at the bottom, power losses must be considered in order to obtain predictions for h#.

  1. The force at the bottom is relevant

In this case, from the energy equation it follows that:

W˙=ρBV1h1(h2h1)(gV12h22(h1+h2)2)E62

The left side of equation (62) must consider the power transferred to CV1, denoted by W˙VC1, and the power lost due to the shear with bottom of the flow, denoted by W˙FBτ. In mathematical form:

W˙=W˙VC1+W˙FBτE63

From equations (41), (50), (51) and (52) it follows that:

W˙VC1=ρBV1(h2h1)[g(h2h1)(θ3+θ5)+V12θ4/2]E64

The velocity close to the bottom is ideally V1. However, because of the expansion of the flow, it does not hold for the whole distance along the bottom. To better consider this variation, the power loss at the bottom was then quantified using a coefficient θ8 for V1, in the form:

W˙FBτ=θ8V1FBτ=θ8V1{ρB(h2h1)[V12/h#g(h1+h2)/2]}E65

Equations (61) to (65) produce the cubic equation:

[2(θ3+θ5)θ8]h#3+[2θ82(θ3+θ5)+θ4Fr12]h#2Fr12(12θ8)h#Fr12=0E66

The solution of the cubic equation (66) furnishes h# as a function of Fr1. Equations (57) and (66) form now the set of equations that relate h1, h2, Fr1, and Lr for power dissipation occurring also in CV2. In section 3 of this chapter, equation (66) is reduced to a second order equation, based on the constancy of one of its solutions. Experimental results are then used to test the proposed equations.

The use of the power dissipation introduced coefficients in the obtained equations that affect all parcels having powers of h* and h#. In order to adjust numerical values to θ4, θ8 and 2(θ3+θ5), the following form of equation (66) can be used in a multilinear analysis:

Fr12(1+h#)2h#2=θ8[2Fr12h#h#2(1+h#)]+2(θ3+θ5)h#2(h#1)+Fr12h#2θ4E67

Because multilinear analyses depend on the distribution of the measured values (deviations or errors), different arrangements of the multiplying factors (for example, equations (67) and (68)) may generate different numerical values for θ4, θ8 and 2(θ3+θ5).

Fr12(1+h#)2h#2Fr12h#2=θ8[2Fr12h#h#2(1+h#)Fr12h#2]+2(θ3+θ5)h#2(h#1)Fr12h#2+θ4E68

2.2. Criteria for the function h(x)

2.2.1. The “depth deficit” criterion

The focus of the present section is the form of the surface (its profile). Some general characteristics of classical hydraulic jumps were considered, in order to develop a simple criterion, as follows:

  1. The mean water depth tends to h2 downstream from the toe of the jump.

  2. The mean slope of the surface is greater for greater “depth deficits”, or differences between h2 and the local mean water depth h (no undulating surfaces are presently considered).

  3. At the toe, the depth is h1.

Using x as the longitudinal direction pointing downstream and with origin at the toe of the jump, the second characteristic described above (ii) is expressed mathematically as:

dhdxα(h2h)ordhdx=θ11(h2h)E69

θ11 is a proportionality coefficient with dimension of m-1. The integration of equation (69) using characteristics i and iii as boundary conditions produces:

hh1h2h1=1eθ11x(we define  Π=hh1h2h1  for further calculations)E70

The surface tends asymptotically to h2 following an exponential function. The proportionality coefficient must be obtained from experimental data, which is done in section 3. Equation (70) is adequate for surface evolutions without inflexion points.

2.2.2. The “air inflow” criterion

[28] and [29] studied the transition from “black water” to “white water” in spillways and proposed that, if the slope of the surface is produced by the air entrainment, the transfer of air to the water may be expressed in the form:

c˙=KqdhdxE71

ċ [s-1] is the air transfer rate (void generation), q [m2s-1] is the specific water flow rate, h [m] is the total depth of the air-water flow, x [m] is the longitudinal axis and K [m-2] is a proportionality factor. Equation (71) states that higher depth gradients for the same flow rate imply more air entraining the water, the same occurring for a constant depth gradient and higher flow rates. [30] showed that this equation allows obtaining proper forms of the air-water interfaces in surface aeration (stepped spillways).

Considering hydraulic jumps and a 1D formulation, an “ideal” two-step “expansion” of the flow is followed: 1) the flow, initially at velocity V1 and depth h1, aerates accordingly equation (71), expanding to ~h2 (“close” to h2); 2) the flow loses the absorbed air bubbles, decelerating to V2 and attaining h2. The geometrical situation considered in this first analysis is shown in Figure 10.

Figure 10.

Geometrical condition of this analysis. 1D formulation. Please see also Figure 2.

The evolution of the surface in the first step is obtained using the mass conservation equation:

Ct+uCx+vCy+wCz=[x(DTCx)+y(DTCy)+z(DTCz)]+p˙E72

C is the air concentration in the mixture. u, v, and w, are the velocities along x, y, and z, respectively. DT is the turbulent diffusivity of the mixture (assumed constant), and p˙is the source/sink parcel. The stationary 1D equation simplifies to:

uCx=DT2Cx2+p˙E73

Equation (73) is normalized using the density of the air ρair (the void ratio ϕ is defined as ϕ=C/ρair), and the length of the jump, Lj, or roller, Lr. Thus we use here simply L (defining s=x/L). The result is:

ϕs=DTuL2Cs2+ϕ˙E74

By normalizing equation (71) to obtain ϕ˙, the mass discharge of the liquid, m˙, was used, so that:

ϕ=Km˙LdhdsE75

K was adjusted to K’. In the 1D formulation the mixture is homogeneous in the cross section. The mean water content in the mixture is expressed as ϕwater=h1/h. h1 is the supercritical depth and h=h1+Z, being h the total depth and Z the length of the air column in the mixture. ρair<<ρwater, so that:

 ρ1/ρM=hM/h1 ,         ϕ=Z/h,        h=h1/(1ϕ)E76

The indexes 1 and M represent the two sections of the flow shown in Figure 10, and ρ is the water density. The integral mass conservation equation furnishes:

 m˙=ρ1h1V1=ρMhMVM         orV1=VM=uE77

From equations (74) to (77) it follows:

ϕs=DTV1L2ϕs2+K'm˙h1L(1ϕ)1sE78

is a factor that may vary along the flow, and indicates the “facility” of the air absorption by the water. Considering arguments about diffusion of turbulence from the bottom to the surface, [30] proposed K´=K”h-2. Equation (79) is then obtained:

ϕs=ω12ϕs2+ω2ϕs,whereω1=DTV1L,ω2=K"m˙h1LE79

The solution of equation (79), using boundary conditions 1) s=0, ϕ = 0, and 2)  s, ϕϕ, and defining IJ=(ω2-1)/ω1, is given by:

ϕ=ϕ(1eIJs)E80

Equations (76) and (80) produce:

h/h1=1/[1ϕ(1eIJs)]E81

In order to obtain a nondimensional depth like equation (70), a boundary layer analogy was followed assuming that at s=1 (length of the roller) we have h/h1=βh#, where β is a constant “close” to the unity (as information, β=0.99 is the boundary layer value, but it does not imply its use here). For s ∞ we have h/h1=h#. This implies that φ=(h#-1)/h#, so that the solution is given now by:

Π=hh1h2h1=(1eIJs)h#(h#1)(1eIJs)IJ=ln[1ββ(h#1)]E82

Equation (82) is adequate for surface profiles with inflexion points.

2.3. The Random Square Waves rms criterion

The obtained mean profiles of the surface are useful to obtain the profile of the maximum fluctuations of the surface, which may be used in the design of the lateral walls that confine the hydraulic jump. In this sense, the method of Random Square Waves (RSW) for the analysis of random records is used here. Details of this method, applied to interfacial mass transfer, are found in [31, 32]. A more practical explanation is perhaps found in [33], where the authors present the rms function of random records, that is, the “equivalent” to the standard error function (RSW are bimodal records, but used to obtain approximate solutions for general random data).

Equations (70) and (82) express the normalized mean depth h along the hydraulic jump. The RSW approximation considers the maximum (H2) and minimum (H1) values of h, that is, it involves the local maxima of the fluctuations. Following the RSW method, the depth profile may be expressed as:

hH1H2H1=nE83

The normalized RSW rms function (a “measure” of the standard error) of the depth fluctuations is:

h'H2H1=n(1n)(1α)E84

h’ is the rms value, and α is called “reduction function”, usually dependent on x. From its definition it is known that 0≤α≤1 (see, for example, [33]). [31] and [32] present several analyses using a constant α value, a procedure also followed here as a first approximation. Undulating mean surface profiles, however, need a more detailed analysis.

Equations (70) and (82) to (84) allows obtaining equations for the height attained by fluctuations like waves and drops along the hydraulic jump, using procedures similar to those of normal distributions of random data. For normal distribution of data, 68.2%, 95.5% or 99.6% of the observed events may be computed by using respectively, 1, 2 or 3 standard errors in the prediction (for example). Figure 11 illustrates the comments, where μ represents the mean value and σ represents the standard error. The RSW method uses modified bimodal records (thus, the mentioned percentages may not apply), but the general idea of summing the mean depth and multiples of the rms value is still valid.

In order to relate n from equations (83) and (84) to Π from equations (70) and (82) it was considered that H1 is zero (no fluctuation crosses the bottom), H2 is given by H2=h2+Nh2’(mean depth summed to N times the rms value), and hwall=h+Mh’. Algebraic operations lead to:

h'h2h1=(1α)(Π+1h#1)(1Π+N2(1α)2h#h#1)E85
hwallh2=1h#+(11h#){Π+M(1α)(Π+1h#1)(1Π+N2(1α)2h#h#1)}E86

hwall is used here to represent the mean height attained by the fluctuations. N and M are constants multiplied by the rms value (“replacing” the standard error) which originally expresses the percentage of cases assumed in the solution. In the present study (1-α) is taken as an adjustment coefficient. When analyzing the maximum value of h2, the term between braces in equation (86) is substituted by J(max).

Figure 11.

Normal curve showing the percentage of observed cases as the area limited by the curve.

3. Data analyses

3.1. Length of the roller

The data of [18] were first used to test equations (55-58). Different normalizations lead to different adjusted coefficients, because of the different distributions of errors. It was observed here that equation (57) shows the best adjustment to measured data, furnishing the coefficients shown in equation (87), and the adjustment of Figure 12. The obtained correlation coefficient was 0.996. L is used without index (r or j) because both lengths (roller and jet) are used in the following analyses.

Lh1=3.62Fr1h*0.157(Fr1)3h*E87

Figure 12.

Adjustment of the data of [18] to equation (87).

Having obtained this first adjustment, other data of the literature were also compared to the formulation, obtaining the coefficients of Table 4 (R2 are those of the multilinear regression). Figure 13 shows all predictions using equation (57) plotted against the measured value. The good linear correlation between predicted and measured values shows the adequacy of the present formulation. Further, different experimental arrangements and definitions of relevant parameters influence the coefficients θ6 and θ7, allowing the study of these influences. For the purposes of this study, which intends to expose the adequacy of the formulation, the literature data were used without distinguishing Lr and Lj, or the different ways used to obtain these lengths. Other influences, as the growing of the boundary layer at the supercritical flow, width of the channel, bottom roughness, bottom slope, distance to the downstream control (gate or step), use of sluice gates or spillways at the supercritical flow, among other characteristics, may also be studied in order to establish the dependence of θ6 and θ7 on these variables.

Table 4 shows that the coefficients depend on the experimental conditions. As an example, the data of [36] were obtained for several bed slopes. Table 4 presents the coefficients obtained for the slopes of 1o and 5o, suggesting variations in θ6 and θ7 (the component of the weight along the channel may influence, for example). Further, the data of [37] were obtained for rough beds, which coefficients may be compared to those for smooth beds of [38], suggesting that roughness also affects the coefficients ([38] also presents data for rough beds, allowing further comparisons). The data of [17] were obtained for flumes having as inlet structure a sluice gate or a spillway, which may be the cause of the different coefficients. The number of “points” of the different series is also shown, in order to allow verifying if the results depend on the “length” of the sample. Because coefficients are adjusted statistically, variations in θ6 and θ7 are expected when using only parts of a whole sample (like the two series of [18]). But also similar results were obtained for data of different authors, like [2], for 17.5o, and [17], for spillways, who furnished samples for 35 and 10 “points”, respectively.

Authorθ6θ7R2Number of points
[18] Flume F5.87-0.5860.99122
[18] All data3.62-0.1570.996120
[34]4.13-0.1570.99530
[35]5.10-0.3730.99850
[2] 16.5oC3,43-0,1910,99917
[2] 17.5oC2,75-0,1030,99535
[36] 1o Bed slope4,01-0,1770,999820
[36] 5o Bed slope4,30-0,3390,999614
[37] Data for rough beds2.76-0.1260.99811
[38] Data for smooth beds3.60-0.1390.99420
[39]2.81-0.1870.98972
[15]4.10-0.3120.9996
[40]4.65-0.2880.999431
[17] Spillways2,79-0.1090.999910
[17] Sluice gates2.94-0.1560.99998

Table 4.

Values of θ6 and θ7 adjusted to data of different authors.

It is of course necessary to have a common definition of the lengths of the roller and the hydraulic jump (for the different studies) in order to allow a definitive comparison. Historically, different ways to obtain the lengths were used, which may add uncertainties to this first discussion of the coefficients. However, the good joint behavior of the different sets of data shown in Figure 13 emphasizes that such discussion is welcomed.

Figure 13.

The predictions of L/h1 for different experiments described in the literatures using the coefficients of Table 4 and equation (57).

3.2. Sequent depths for the hypothesis “The force at the bottom is neglected”

Figure 3 already shows the good adjustment obtained using data of different authors. Different conditions of the channel may affect the predictions of equation (7) or (61), as shown in the literature, but the ratio between sequent depths, if working with the classical jump, is well predicted, as can be seen in Figure 3.

3.3. Sequent depths for the hypothesis “The force at the bottom is relevant”

The condition of “not-negligible bottom force” may be relevant, for example, for rough beds, which may affect the length of the jump and the subcritical depth. In order to illustrate this condition, a multilinear regression analysis was made using equation (67) and the data of [37], furnishing θ 4=0.001229, θ 8=0.4227, and 2(θ 3+θ 5)=0.5667. The determinant of equation (66) was negative for 10 experimental conditions. Thus, three real roots were obtained for these conditions. On the other hand, the determinant was positive for one experimental condition, leading to only one real root. When plotting the three calculated roots for h# in relation to the measured values, Figure 14 was obtained (several points superpose).

Figure 14.

The three roots of h# predicted with the cubic equation (66) for each experimental condition of [37]. The negative roots (in gray) are physically impossible. The positive roots (in white and black) show a constant depth ratio (Ghost Depth) and the reproduction of the observed values (inclined line). The gray point with a circle corresponds to the real root obtained for the positive determinant of equation (66). Several points superpose.

The constant h# indicated by the horizontal line was obtained for the different sets of data analyzed here, assuming a proper value for each set. However, because it does not represent an observed result, it was named here “Ghost Depth”, hGHOST. From equation (66) this root is quantified as:

hGHOST=2θ82(θ3+θ5)2(θ3+θ5)θ8=(12θ8)±(12θ8)2+4θ42θ4E88

Considering the first equality of equation (88), and dividing the cubic equation (66) by the monomial obtained with this solution, following second degree equation is obtained:

h#22θ9Fr12h#θ10Fr12=0E89

Where:

θ9=θ42[2(θ3+θ5)θ8],θ10={(12θ8)2(θ3+θ5)θ8+θ4[2θ82(θ3+θ5)][2(θ3+θ5)θ8]2}

Figure 15.

Calculated values of h# obtained with equation (90) and the data of [37]. The number of experimental conditions is 11, but several points superpose.

As can be seen, also in this case the final equation is a second order equation and depends on only two coefficients, θ9 and θ10. The solution for h# is given by:

h#=θ9Fr12±[θ9Fr12]2+θ10Fr12E90

The adjusted coefficients produced the graph of Figure 15 for the positive root of equation (90) and the data of [37].

The good result of Figure 15 induced to analyze more data of the literature using equations (89) and (90). Table 5 shows the coefficients obtained from multilinear regression analyses applied to the original data, and Figure 16 presents all data plotted together. The values of R2 in Table 5 are those obtained in the multilinear regression.

Authorθ 9θ 10θ10R2Number
of points
[18] Flume F0.01581.441.200.999322
[18] All data0.009081.621.270.98120
[34]0.01381.511.230.99830
[35]0.03181.271.130.99850
[2] 16.5oC0.006301.501.220,999817
[2] 17.5oC-0.005881.781.330,99935
[36] 1o Bed slope0.04370.7860.8870,999820
[36] 5o Bed slope0.05611.141.070,999614
[37] Data for rough beds0.003750.9820.9910.99811
[41] Data for smooth beds-0.008002.521.590.9820
[38] Data for smooth beds0.01651.141.070.99020
[39]0.01511.501.220.999372
[15]0.002651.721.310.999956
[42] Data for rough beds-0.006341.201.100.99948
[43]0.01221.281.130.99810
[40]0.06840.5240.7240.9831
[17] Spillways0.01191.781.330.99310
[17] Sluice gates-0.03202.361.540.968

Table 5.

θ 9 and θ 10 (and√θ 10) adjusted to data of different authors.

The coefficients θ 9 and θ 10 of Table 5 show that, for most of the cases, θ 10>>θ 9, which implies h#=θ9Fr12+√θ 10Fr1 for the usual range of Fr1. In many cases, the quadratic term of Fr1 is still much smaller than the linear term. For example, the data of [15], obtained for 4.38≤Fr1≤9.26 produce θ9Fr12=0.227 and √θ 10Fr1=12.1 as their highest values. This fact suggests to use simpler forms of equation (90) like h#=√θ 10Fr1+Constant or h#=√θ 10Fr1. Both forms appear in the literature. The mean value of √θ 10 in table 5 is 1.19, showing that the coefficients of Fr1 stay around the unity. [44], for example, used h#=1.047Fr1+0.5902, while [37] simply suggested h#=Fr1 for their data. Equation (8) of the present chapter is a further example.

A very positive aspect of equation (90) is that it is based on the physical principles of conservation of mass, momentum and energy. The simpler forms of the literature follow directly when analyzing the magnitude of the different parcels of the final equation. That is, the simpler forms are in agreement with the conservation principles (being not only convenient results of dimensional analyses).

Figure 16.

The predictions of h2/h1 for different experiments described in the literatures using the coefficients of Table 5 and equation (90).

As an additional information, the coefficient of Fr1 in the simpler forms tends to be lower than √2, the value derived from equations (7) or (61) for no shear force at the bottom of the jump.

From the data analysis performed here, and the conclusions that derive from the presence of the Ghost Depth in the cubic equation, the equations for the geometrical characteristics of hydraulic jumps of case ii of section 2.1.2 (The force at the bottom is relevant) simplify to

equation (57) Lrh1=θ6Fr1h*+θ7(Fr1)3h*and equation (90) h#=θ9Fr12±[θ9Fr12]2+θ10Fr12, equations already presented in the text.

Considering the deduction procedures followed in this study, the values of θ6, θ7, θ9 and θ10 may depend on the factors that determine the resistance forces (shear forces), similarly to the friction factor in uniform flows. Additionally, because h*=(h#-1)-1, the nondimensional length of the roller may be written as a function only of Fr1 and the different coefficients.

3.4. Water depth profiles

3.4.1. Profiles without inflexion points

The data of [17] and [25], obtained for spillways, are shown in Figure 17. It is possible to admit no inflexion points in this set of surface profiles. So, equation (70) was used to quantify the surface evolution, furnishing equation (91). The adjustment produced θ11=2.9, implying that x/L=1 (the roller length) is attained for Π=0.95, that is, for 95% of the final depth difference h2-h1. Such conditional definition of the length is similar to that used for boundary layer thicknesses, and seems to apply for hydraulic jumps.

Figure 17.

Normalized measured profiles obtained by [17] and [25], adjusted to the exponential prediction (equation 91), for profiles without inflexion points.

In the present analysis, the normalized profile assumes the form

hh1h2h1=1e2.9x/LE91

3.4.2. Profiles with inflexion points

Equation (82) may be used with any option of h#, that is, equation (61) or (90), or the simpler form h#=√θ10+Constant. As example, equation (61) is used, generating equation (92) for β=0.99. For comparison, the simpler form of h# is used (as proposed by [37]) with √θ10=1, Constant=0, and β=0.99, resulting h#=Fr1 and equation (93). Figure 18a shows the comparison between equation (92) and the envelope of the measured data of [37]. Figure 18b shows the comparison between equations (92) and (93) for Fr1=7. Both equations show the same form, with the results of equation (93) being somewhat greater than those of equation (92).

hh1h2h1=2(1eIJs)(8Fr12+11)(8Fr12+13)(1eIJs)IJ=ln[199(8Fr12+13)]E92
hh1h2h1=(1eIJs)Fr1(Fr11)(1eIJs)IJ=ln[199(Fr'11)]E93

Figure 19 was obtained for the data of [17] using equation (92), but with β=0.97, that is, with the exponent IJ given by:

IJ=ln{6/[97(8Fr12+13)]}E94

Figure 18.

a) The lines are the predictions of equation (92) for the values of Fr1 shown in the graph (β=0.99). The gray region is the envelope of the data of [37]; b) Comparison between equations (92) and (93) for events with and without bed shear force, and Fr1=7.0.

Figure 19.

Normalized measured profiles obtained by [17] and [25], and predictions of equation (93) for profiles with inflexion points (β=0.97).

3.4.3. Further normalizations

[21] presented the experimental water profiles shown in Figure 20b. As can be seen, using their normalization the curves intercept each other for the experimental range of Fr1. In order to verify if the present formulation leads to a similar behavior, a first approximation was made using equation (93) for β=0.95, that is, with the exponent IJ given by

IJ=ln{5/[95(Fr11)]}

x/L was transformed into x/(h2-h1) by multiplying [x/(h2-h1)][h1/L][h#-1]. The coefficients θ6 and θ7 of Table 4 for the data of [37] were used to calculate L/h1, together with h#=Fr1. The calculated curves shown in Figure 20a also intercept each other, obeying similar relative positions when compared to the experimental curves. The results of the formulation thus follow the general experimental behavior.

Figure 20.

Comparison between observed and calculated surface profiles; a) Calculated curves; b) Experimental curves.

Various values of β were used in the present section (3.4), in order to obtain good adjustments. In each figure (18, 19, and 20) β was maintained constant for the family of curves, but it may not be always the case, considering previous results of the literature. For example, [45] suggested that the ratio between the final depth of the roller and h2 is a function or Fr1. Thus, each curve may have its own β.

3.5. Depth fluctuations and total depths (wall heights)

3.5.1. Predictions based on empirical formulation

As mentioned in item 2.3, oscillations of the free surface may be relevant for the design of side walls. [46] recommended, for the height of the wall, hwall=1.25h2. [22] performed measurements of water depths and fluctuations along a hydraulic jump in a 40 cm wide horizontal rectangular channel, and imposing Fr1=3.0. The measurements were made using ultrasonic acoustic sensors. The mean ratio h/h2 attained a maximum value in the roller region, hmax/h2=1.115. The maximum normalized standard error of the fluctuations along the hydraulic jump was hmax/h1=0.32 for this condition. [47], based on data of several sources, showed that standard deviation of the fluctuations of the depths in hydraulic jumps increase with the Froude number, suggesting the empirical equation (94), for Fr1 between 1.98 and 8.5.

h'max/h1=0.116(Fr11)1.235E95

This equation furnishes, for the condition Fr1=3.0 studied by [22], the prediction hmax/h1=0.27, about 16% lower of the experimental value, suggesting further studies. In the present section the height hwall is quantified following different approximations, and using experimental data. A first evaluation of hwall may be given by the sum of the maximum depth and a multiple of the standard deviation (multiple given by the factor N), that is:

hwall/h2=hmax/h2+Nh'max/(h1h#)E96

Using equations (95) and (96), no bed shear force, that is h#=[(1+8Fr12-1)1/2-1]/2, and correcting the predicted value of 0.27 to the observed value of 0.32, we have:

hwallh2=1.115+0.275(Fr11)1,235(1+8Fr121),(N=1)E97
hwallh2=1.115+0.550(Fr11)1,235(1+8Fr121),(N=2)E98
hwallh2=1.115+0.825(Fr11)1,235(1+8Fr121),(N=3)E99

As an example, Figure 21 presents different images of surface elevations due to waves, which illustrates a depth fluctuation. Figure 21a presents a sequence of images of a wave passing the hydraulic jump, and Figure 21b shows the relative depth attained by this wave. The approximate value hmax/h2=1.40 is compared with equations (97-99).

Figure 21.

a) Oscillations of the free surface due to a wave in a hydraulic jump for Fr1=3.5, b) Relative depth attained by the wave shown in Figure 21a iv.

Equations (97, 98, 99) use 1, 2 and 3 standard errors (68.2%, 95.5% and 99.6% of the observed events, respectively, see Figure 13). Figure 22 presents the curves of the three equations, showing that the additional height observed in Figure 21b is better represented by equation (99), for 99.6% of the cases. Equation (97) furnishes values closer to the suggestion of [46] (hwall/h2=1.25).

Figure 22.

Equations (97, 98, 99), for the maximum depth as a function of the Froude number.

3.5.2. Predictions based on theoretical reasoning

Equations (85, 86) and (91) are used, with N=0.8, M=3.3 and α=0.82. h’ and hwall are given by:

h'h2h1=0.18(1e2.9x/L+1h#1)(e2.9x/L+0.0207h#h#1)E100
hwallh2=1(h#1h#)e2.9x/L+0.594[1(h#1h#)e2.9x/L][(h#1h#)e2.9x/L+0.0207]E101

Predictions of equation (101) were compared with depth data obtained by [17]. The comparison is shown in Figure 23. The normalized mean depth of the data increases continuously with x/Lr, but when added to three times the standard error, the points show a very slight maximum. For the predictive calculations, it was assumed H1=0 (a limiting value), but any value 0≤H1h1 is possible. The value M=3.3 multiplied by the rms function of the RSW method is close to the “three standard error” used for hwall/h2. For Fr1=2.36 the maximum calculated value is hwall/h2=1.11, lower than the suggested value of [46], that is, hwall/h2=1.25. Figure 24 shows the data measured by [17], where the vertical lines are the measured points.

Figure 23.

Measured surface profile (lower “o”), and 3 standard errors added to it (upper “o”). Data of [17]. Calculated profile (equation 91) and 3.3 times the rms value of the RWS method added to it (equation 101).

Predictions similar to those presented in Figure 22 need only the maximum value of the function along x/Lr. Indicating this value as “J(max)”, equations (101) and (61) furnish, for no bed shear force:

hwallh2=21+8Fr121+(1+8Fr1231+8Fr121)J(max1),adjusted  J(max1)=1.515E102

Figure 24.

Measurements of [17] used in Figure 23.

Figure 25.

Equations (97), (102), (103) and (104) for the maximum depth as a function of the Froude number. J(max) adjusted for hwall/h2=1.4 and Fr1=3.5.

For bed shear forces the form h#=√θ 10Fr1+Constant can be used. As example, equation (101) together with equation (8) or h#=Fr1 (see [37]) furnish, respectively:

hwallh2=11.29Fr10.116+(1.29Fr11.1161.29Fr10.116)J(max2),adjusted J(max2)=1.518E103
hwallh2=1Fr1+(Fr11Fr1)J(max3),adjusted J(max3)=1.560E104

The theoretical predictions of equations (99), (102), (103) and (104) on the Froude number (Fr1) are shown in Figure 25. J(max) was adjusted in each equation to furnish hwall/h2=1.4 for Fr1=3.5. J(max) also corresponds to the maximum value of hmax/h2 for each prediction.

The theoretical predictions of hwall/h2 follow the general trend obtained when using the empirical approximation of [47], that is, higher hwall/h2 are obtained for higher Fr1 (for the observed Fr1 range). However, the condition hwall/h2=1.4 for Fr1=3.5 was observed only in laboratory scale (see Figure 21). Scale-up studies are thus needed.

4. Conclusions

The conclusions are presented as suggestions of use for conditions similar to those of the mentioned experimental studies. The numbers of the equations refer to their location in the text.

4.1. Basic lengths

Condition: No bed resistance (no bed shear forces).

For the length of the roller, use (see Table 4 and Figure 13):

(Applied principles: conservation of mass, momentum, and energy).

Equation (57): Lrh1=θ6Fr1h*+θ7(Fr1)3h*

For the sequent depths, use (see Figure 3):

(Applied principles: conservation of mass and momentum).

Equation (61): h#=(1+8Fr121)/2

Condition: Relevant bed resistance (presence of shear forces).

For the length of the roller, use (see Table 4 and Figure 13):

(Applied principles: conservation of mass, momentum, and energy).

Equation (57): Lrh1=θ6Fr1h*+θ7(Fr1)3h*

For the sequent depths, use (see Table 5 and Figure 16):

(Applied principles: conservation of mass, momentum, and energy).

Equation (90): h#=θ9Fr12+[θ9Fr12]2+θ10Fr12

As shown in the text (see Table 5), the magnitude of the parcels of equation (90) also allows using the simplified forms, linked to the three principles of conservation used in equation (90):

h#=θ10Fr1+θ9Fr12
h#=θ10Fr1+Constant
h#=θ10Fr1

4.2. Surface evolution (surface profile)

For surfaces without inflexion point, use (see Figure 17):

(Applied “principle”: Depth deficit).

Equation (70): hh1h2h1=1eθ11*x/Lwithθ11*=Lθ11

The data analyzed in the present study furnished θ11*≈2.9. But the evolution of the surface depends on operation conditions, and more studies are necessary.

For surfaces with inflexion point, use (see Figures 18, 19, 20):

(Applied principles: Conservation of mass (air and water) and basic air transfer equation (void generation).

Equation (82): hh1h2h1=(1eIJs)h#(h#1)(1eIJs)withIJ=ln[1ββ(h#1)]

The exponential form is maintained in the equation for simplicity.

4.3. Fluctuations and related depths (for lateral walls)

(Applied principle: rms of fluctuations as obtained in the RSW method).

For the dependence with the Froude number Fr1, use:

Equation (86): hwallh2=1h#+(11h#)J(max)

From laboratory observations for Fr1=3.5 (see Figure 21), the value of J(max) in this study varied between 1.52 and 1.56. But scale-up procedures are still necessary. h# depends on the situation under study: with or without bed shear forces (using the equations for h#(Fr1) presented here).

For the evolution of the height attained by fluctuations along the jump, use:

Equation (85): h'h2h1=(1α)(Π+1h#1)(1Π+N2(1α)2h#h#1)

Equation (86): hwallh2=1h#+(11h#){Π+M(1α)(Π+1h#1)(1Π+N2(1α)2h#h#1)}

hwall is used here to represent the mean total height attained by the fluctuations. N and M are constants. In the present study N=0.8 (close to 1, for the equivalent to the standard error), M=3.3 (close to 3, considering more events) and α=0.8 (0≤α≤1 from the RSW method). Π was represented for a situation without inflexion points, that is, using equation (70) or (91).

4.4. Challenges

Having a set of equations for geometrical aspects of hydraulic jumps, which fit observed characteristics of different experimental situations, following questions need attention:

  • Table 4 shows a somewhat broad range of values for coefficients θ6 and θ7 (although each of them maintains a coherent magnitude). In this table no distinction was made between the lengths of the roller and the jump itself. Also the different definitions and measurement procedures were not distinguished. A “standard definition” for the roller length and the jump length would help to compare different experimental results. In addition, the influences of experimental conditions on the coefficients may be studied in a systematic way (geometry, size, distribution of roughness elements, slope of the bed, etc., like usual studies of resistance factors or coefficients), which certainly will help the practical use of equation (57).

  • Table 5 shows that the coefficients θ9 and θ10 also maintain coherent magnitudes. In this case, √θ10 stays around the unity for the experimental data used here (mean value of 1.19). Also here a systematic study may furnish the dependence of the coefficients on controlled parameters, like roughness and slope. Such study will help the practical use of equation (90) and its simpler forms.

  • The form of the surface for the conditions “with inflexion point” and “without inflexion point” was considered here for monotonic growing profiles. The form of the profile is important to detect the end of strong surface variations. In this case, a conditional length may be defined, similarly to the boundary layer thickness. In the present study the values 95%, 97% and 99% of (h-h1)/(h2-h1) were used to define the “roller length” or the “jump length”, but it was mentioned that the literature already shows proposals in this sense, which may imply in broader ranges of values. A “standard definition” in this sense, would probably diminish the “imprecisions” of the multiple definitions and measurement strategies found in the literature. Additionally, ultrasound probes and high speed cameras have shown to be adequate to obtain information of the surface evolution, enabling to verify such conditional definitions. Undulating surfaces were not considered in the present study.

  • The use of the conclusion h'/(H2H1)=n(1n)(1α)of the RSW method shows that it is possible to have a first prediction of the form of the height attained by the fluctuations along the jump based on the form of the mean surface profile for monotonic growing surfaces. More studies could establish adequate values (or functions) for α for the different experimental conditions, for example.

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Harry Edmar Schulz, Juliana Dorn Nóbrega, André Luiz Andrade Simões, Henry Schulz and Rodrigo de Melo Porto (April 1st 2015). Details of Hydraulic Jumps for Design Criteria of Hydraulic Structures, Hydrodynamics - Concepts and Experiments, Harry Edmar Schulz, IntechOpen, DOI: 10.5772/58963. Available from:

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