Influence of Rack Slope and Approaching Conditions in Bottom Intake Systems

Abstract: The study analyzes the flow over bottom racks made of longitudinal T-shaped bars. A clear water flow is considered in a laboratory flume. Free surface profiles, wetted rack lengths, and discharge coefficients are measured, changing parameters such as longitudinal slope, void ratio, and approaching flow. The present work complements existing experimental studies, considering the influence of the approaching flow conditions. The velocity field measured with Particle Image Velocimetry (PIV) technique and the pressure field with Pitot tubes are quantified. Numerical simulations (CFD) are used to complement laboratory data. The energy head along the rack is calculated and compared with the hypothesis of horizontal energy level with minimum energy at the beginning of the rack. A discharge coefficient adjustment that considers the slope, the void ratio, and the position along the rack is proposed and presented with the results of other works. Theoretical proposals to calculate the pressure field along the flow are compared with measurements in the laboratory. The relation between the static pressure head in the space of bars and the discharge coefficient is used as an alternative method to define the discharge.


Introduction
Bottom intake systems made by racks and longitudinally disposed in the flow direction are classically used to derive mean flows in continuous mountains rivers with intensive sediment transport. Nowadays, work is ongoing to study these intakes in order to derive flash floods from ephemeral rivers in semi-arid zones, not to control flooding but to collect runoff and improve the availability of resources. Several authors have proposed design recommendations to avoid rack occlusion from prototype observations in mountain rivers (e.g., Orth et al. [1]; Ract-Madoux et al. [2]; Krochin [3]; Drobir [4]; Bouvard [5]; Raudkivi [6]). Castillo et al. [7], from experimental measurements in a flow with gravel-sized materials, found that a longitudinal rack slope around 30% minimizes the occlusion effect.
The wetted rack length to derive a flow yields very different results depending on the study. This is due to the variation in the experimental conditions used to adjust the discharge coefficient, such as the shape of the bars, their separation and width, the void ratio (the ratio between the spacing between bars, b 1 , and the total area, b 1 + b w , where b w is the bar width), and the approaching flow conditions such as the initial flow depth, h 1 , or the longitudinal rack slope, tanθ.
In the static discharge coefficient, C q0 , obtained with null approaching velocity, the influence of the first two factors can be observed (Noseda [8], Brunella et al. [9], Righetti and Lanzoni [10]).
The longitudinal rack slope has been considered in several ways (see formulations included in Appendix A). While some authors confirm the influence of the slope on the efficiency of the rack and in the wetted rack length (Garot [11]; Orth [1]; White et al. [12]; Righetti and Lanzoni [10]), 2 of 22 other researchers experimentally found that there is no further influence for slopes steeper than 19 • (Brunella et al. [9]). Figure 1 shows the dimensionless ratios between the wetted rack length to critical flow depth, L/h c , in function of the specific approaching flow and the Froude number at the beginning of the rack, q 1 /F r1 . Formulae consider the void ratio m = 0.60, and a longitudinal slope of 20%. Expressions assume the simplification of horizontal energy level or constant specific energy, not considering the possible energy losses along the rack. Differences between formulae are mainly due to the shape of the bars. For the T-shaped case and the prismatic plane bars, the dimensionless wetted rack length is 3.20-3.70 (Frank [13], Drobir [4], Bouvard and Kunztmann [14], Krochin [3], Noseda [8]). However, in circular or prismatic rounded bars the dimensionless wetted rack length is 1.98-2.87 (Brunella et al. [9], Righetti and Lanzoni [10], Vargas [15]).
Water 2017, 9,65 2 of 23 in the wetted rack length (Garot [11]; Orth [1]; White et al. [12]; Righetti and Lanzoni [10]), other researchers experimentally found that there is no further influence for slopes steeper than 19° (Brunella et al. [9]). Figure 1 shows the dimensionless ratios between the wetted rack length to critical flow depth, L/hc, in function of the specific approaching flow and the Froude number at the beginning of the rack, q1/Fr1. Formulae consider the void ratio m = 0.60, and a longitudinal slope of 20%. Expressions assume the simplification of horizontal energy level or constant specific energy, not considering the possible energy losses along the rack. Differences between formulae are mainly due to the shape of the bars. For the T-shaped case and the prismatic plane bars, the dimensionless wetted rack length is 3.20-3.70 (Frank [13], Drobir [4], Bouvard and Kunztmann [14], Krochin [3], Noseda [8]). However, in circular or prismatic rounded bars the dimensionless wetted rack length is 1.98-2.87 (Brunella et al. [9], Righetti and Lanzoni [10], Vargas [15]). In Figure 1, there are also some field measurements obtained by Drobir [16] in a prototype made with circular bars, and complemented by a laboratory scale model leading to a potential adjustment that envelops the maximum wetted length over the bar, L2, and the maximum wetted length in the space between bars, L1. The length proposed by the free overfall, in the case of a horizontal channel that ends in a brink (around 1.4) is also presented (Henderson [17]). Krochin [3] introduces the f factor to consider the percentage of rack that is occluded (see Appendix A). In Figure  1 no occlusion has been considered (f = 0). According to Figure 1, the shape of the bars, the spacing between them, and the inlet conditions have to be taken into account when the designers estimate the discharge coefficient and the wetted rack length.
The flow over bottom intake systems is three-dimensional and spatially varied, presenting interactions with bottom bars and high turbulence level. As a simplification, the discharge coefficient is usually adjusted with the hypothesis of no dissipation energy along the rack wetted rack length/ h c q 1 /F r1 (m 2 /s) Frank (1956) Drobir (1981) Bouvard and Kuntzmann (1954) Krochin (1978) f=0% Noseda (1956) L2 Drobir (1999) Brunella et al. (2003) Righetti and Lanzoni (2008) Vargas (1998) L1 Drobir (1999) L prototype TIWAG (Drobir 1999) Free overfall (Henderson 1966) T-shaped bars circular, prismatic rounded bars Free overfall In Figure 1, there are also some field measurements obtained by Drobir [16] in a prototype made with circular bars, and complemented by a laboratory scale model leading to a potential adjustment that envelops the maximum wetted length over the bar, L 2 , and the maximum wetted length in the space between bars, L 1 . The length proposed by the free overfall, in the case of a horizontal channel that ends in a brink (around 1.4) is also presented (Henderson [17]). Krochin [3] introduces the f factor to consider the percentage of rack that is occluded (see Appendix A). In Figure 1 no occlusion has been considered (f = 0). According to Figure 1, the shape of the bars, the spacing between them, and the inlet conditions have to be taken into account when the designers estimate the discharge coefficient and the wetted rack length.
The flow over bottom intake systems is three-dimensional and spatially varied, presenting interactions with bottom bars and high turbulence level. As a simplification, the discharge coefficient is usually adjusted with the hypothesis of no dissipation energy along the rack (horizontal energy head, Figure 2c), one-dimensional and hydrostatic pressure distribution. Using the orifice equation (Equation (1)), considering that derived flow will be subtracted from the principal flow, and the derivative of the energy equation (Equation (2)), the water surface profile may be obtained (Equation (3)): where C qH is the discharge coefficient considering the energy height in the orifice equation, H 0 the energy height at the beginning of the rack, x the longitudinal coordinate in the rack plane, θ the angle between the bottom rack and the horizontal, m the void ratio, h the flow depth along the rack, and g the gravitational acceleration.
Water 2017, 9, 65 3 of 23 (horizontal energy head, Figure 2c), one-dimensional and hydrostatic pressure distribution. Using the orifice equation (Equation (1)), considering that derived flow will be subtracted from the principal flow, and the derivative of the energy equation (Equation (2)), the water surface profile may be obtained (Equation (3)): where CqH is the discharge coefficient considering the energy height in the orifice equation, H0 the energy height at the beginning of the rack, x the longitudinal coordinate in the rack plane, θ the angle between the bottom rack and the horizontal, m the void ratio, h the flow depth along the rack, and g the gravitational acceleration. Equation (3) can be solved by a numerically fourth-order Runge-Kutta algorithm with two boundary conditions, the flow depth, h1, at the inlet section and the approaching flow, q1. With these assumptions, Brunella et al. [9] proposed an adjustment to calculate the flow profile along the bottom rack for longitudinal slopes steeper than 19° (34.4%).
Several authors experimentally verified differences of the pressure field from the hydrostatic conditions in flows along the rack (Mostkow [18]; Venkataraman [19]; Nasser et al. [20,21]; Ramamurthy and Satish [22]; Righetti et al. [23]). The results of Melik-Nubarow [24], cited by Krochin [3], relate the vertical velocity component in the slit between two bars with the static pressure: where Uy,slit and Pslit are the perpendicular component of the velocity vector and the static pressure in the slit, respectively (Figure 2c). Replacing Equation (4) in Equation (1), the discharge coefficient may be calculated from the static pressure in the slit, Pslit, and using a contraction coefficient, Cc, to consider the effective area:  Equation (3) can be solved by a numerically fourth-order Runge-Kutta algorithm with two boundary conditions, the flow depth, h 1 , at the inlet section and the approaching flow, q 1 . With these assumptions, Brunella et al. [9] proposed an adjustment to calculate the flow profile along the bottom rack for longitudinal slopes steeper than 19 • (34.4%).
Several authors experimentally verified differences of the pressure field from the hydrostatic conditions in flows along the rack (Mostkow [18]; Venkataraman [19]; Nasser et al. [20,21]; Ramamurthy and Satish [22]; Righetti et al. [23]). The results of Melik-Nubarow [24], cited by Krochin [3], relate the vertical velocity component in the slit between two bars with the static pressure: where U y,slit and P slit are the perpendicular component of the velocity vector and the static pressure in the slit, respectively (Figure 2c). Replacing Equation (4) in Equation (1), the discharge coefficient may be calculated from the static pressure in the slit, P slit , and using a contraction coefficient, C c , to consider the effective area: Water 2017, 9, 65 4 of 22 Nakagawa [25] and Castro-Orgaz and Hager [26] proposed obtaining the pressure field from the equations of continuity and Euler perpendicular to the rack plane. The longitudinal component of the velocity may be assumed to be constant or proportional to the mean velocity in each section.
The present work takes into consideration the approaching conditions of the flow and the longitudinal slope of the bottom intakes. The computational fluid dynamics (CFD) simulations are used as a complement to the laboratory measurements. Combining an extensive experimental campaign with CFD simulations, the main flow parameters are analyzed for subcritical approaching flows.
These results complement the existing studies carried out by different authors (see Table 1).  Note: Righetti and Lanzoni [10], the slope refers to the flume slope.

Laboratory Flume
The laboratory measurements were carried out in a laboratory flume with an inlet channel 5.00 m long, 0.50 m wide, and 0.40 m high. The channel ends in a bottom rack with a variable slope from 0% to 33% (0 to 18.26 • ) (see Figure 3). Flows derived and rejected are collected by two different channels. Flow aligners are installed upstream of the inlet channel to ensure uniform conditions along the approaching channel. The approaching flow in the physical device is subcritical in all the cases at the beginning of the inlet channel. The flow reaches supercritical conditions at the beginning of the rack. Brunella et al. [9] proposed an expression to calculate the critical Reynolds number in the bottom intake system cases. According to those authors, there are no scaling effects when this value is bigger than 250,000. In the tests carried out, the critical Reynolds number was between 287,000 and 678,000. Following [9], no scale effects are expected.
The inlet flow rates are measured by an electromagnetic flowmeter of 125 mm Endress Häuser Promag 53 W with an error of 0.5% of the full scale. The rejected flow rates are measured by a 90 • V-notch weir. The collected or derived flows are obtained as a difference between them. Further details on the experimental setup can be found in García [27]. During the tests the water temperature was between 18 and 19.5 • C.
To measure the derived flow per unit of length, a movable plate of 1 mm thickness was placed over the rack. The plate allowed us to increase the rack length from 0 to 90 cm. Since the flow along the rack is supercritical, the distortion that occurs at the rack and plate junction is a very local phenomenon. Thus, the derived flow was obtained as the difference between the total inlet flow and rejected flow. phenomenon. Thus, the derived flow was obtained as the difference between the total inlet flow and rejected flow. The racks are formed of T-shaped (T 30/25/2 mm, see Figure 2b) bars, with a length of 0.90 m and disposed longitudinally. Three different spacings are adopted, which generate three different rack settings. Table 2 summarizes the geometric characteristics of each rack, where bw is the width of the bars. This table includes the flow characteristics of the 60 tests carried out, such as: flow depth, h1, energy head at the beginning of the rack, H0, Froude number at the beginning of the rack, Fr1, and ratio of the flow rejected at the end of the 0.90 m length rack, q2, to the approaching flow, q1. The ratio of q2/q1 below 4% usually corresponds to the flow rejected through the top part of the planar bars. The Froude numbers at the beginning of the rack grow from horizontal to 33% rack slopes, adopting values from 1.28 to 2.08. The range Fr1 obtained in the tests is representative of the flow conditions found in intermediate and steep slope rivers. Vargas [15] and Drobir [16] are examples of direct applications of the Froude modeling in two steep slope rivers, where the Froude numbers agree with the range studied.
In Table 3, the approaching flow depth related to critical depth, h/hc, is presented at a cross section located x = −0.50 m upstream of the rack. As values are close to the unit, this zone is where the flow profile starts to decrease. The racks are formed of T-shaped (T 30/25/2 mm, see Figure 2b) bars, with a length of 0.90 m and disposed longitudinally. Three different spacings are adopted, which generate three different rack settings. Table 2 summarizes the geometric characteristics of each rack, where b w is the width of the bars. This table includes the flow characteristics of the 60 tests carried out, such as: flow depth, h 1 , energy head at the beginning of the rack, H 0 , Froude number at the beginning of the rack, F r1 , and ratio of the flow rejected at the end of the 0.90 m length rack, q 2 , to the approaching flow, q 1 . The ratio of q 2 /q 1 below 4% usually corresponds to the flow rejected through the top part of the planar bars. The Froude numbers at the beginning of the rack grow from horizontal to 33% rack slopes, adopting values from 1.28 to 2.08. The range F r1 obtained in the tests is representative of the flow conditions found in intermediate and steep slope rivers. Vargas [15] and Drobir [16] are examples of direct applications of the Froude modeling in two steep slope rivers, where the Froude numbers agree with the range studied.
In Table 3, the approaching flow depth related to critical depth, h/h c , is presented at a cross section located x = −0.50 m upstream of the rack. As values are close to the unit, this zone is where the flow profile starts to decrease. Table 2. Geometric characteristics of racks in the physical device and details of the tests.

Instruments
A vertical point gauge with an accuracy of 0.5 mm was used to measure the free surface flow profile.
The velocity field was measured with a Particle Image Velocimetry (PIV) system. This consisted of a high-speed camera Motion Pro HS-3 (DEL Imaging Systems, LLC, Cheshire, CT, USA), a zoom lens with 12.5/75 mm focal length, lens aperture f/11, 520 × 520 pixels resolution, 8 bits → 255 shades and a distance from the camera to stream recorded of 0.50 m. Hence, the recording window dimensions were 9 cm × 9 cm. The laser was an Oxford Lasers Ltd. Firefly (Oxford Lasers, Inc., Shirley, MA, USA) 200 W, 808 nm high-speed imaging laser whose configuration was: pulse = 10 µs; beam width = 5.5 mm and power peak = 200 watts; 30 µs delay; wavelength 808 nm. The speed camera used is 600 Hz; 0.00017 (m/pixel).
The flow was seeded with polyamide particles of 50 µm size PSP-50 from Dantec Dynamics A/S (Skovlunde, Denmark). Frames were analyzed in consecutive pairs by cross-correlation algorithm in an interrogation area of 64 × 64 pixels with sub-windows of 32 × 32 pixels in a single pass search and overlapping of 50% (Adrian and Westerweel [28]).
Particle image diameter, including diffraction, is around 4 pixels, avoiding pixel-locking. No background slide subtraction or noise remove techniques were applied.
Spurious vectors technique based on reference velocity was used: the average of eight neighbors was calculated.
The PIVlab 1.41 software was used for the cross-correlation. This program is an open-source time-resolved particle image velocimetry tool in MATLAB ® (Thielicke and Stamhuis [29]). In each test 80,000 images were recorded. The velocity values were averaged. The longitudinal velocity fluctuation turbulence intensity was around 0.04-0.15, increasing from the bottom.
The total pressure was measured with a Pitot tube tip placed in two different inclinations, 0 and 22 • (Mostkow [18], García [27]). Signals were collected in a Rosemount™ (Chanhassen, MN, USA) 2051 pressure transmitter, with a differential pressure range of −62.2 to 62.2 mbar and an accuracy of where β is the angle of the Pitot tube with the horizontal plane, h the flow depth in the x longitudinal coordinate, p t,β the total pressure (dynamic and static) registered by the Pitot tube in the β direction, ∆P the deviation of the pressure from hydrostatic, U β the velocity component in the β direction, and y the perpendicular coordinate.

Numerical Simulations
The clear water hydraulic behavior of the racks has also been analyzed with computational fluid dynamics (CFD) simulations. The laboratory data were used to estimate the accuracy of the simulations. These codes solve the differential Reynolds-Averaged Navier-Stokes (RANS) equations to satisfy the balance of the governing equations in the three directions. The main equations (mass and momentum conservations) may be written as: where x i defines the coordinate directions (i = 1 to 3 for x, y, z directions, respectively), t the time, ρ the flow density, p the pressure, U the velocity vector, u i the turbulent velocity, S ij the mean strain-rate tensor, µ the molecular viscosity, and ρu i u j is the Reynolds stress (ANSYS Inc. [30]). Due to the uncertainty of the numerical simulations, it is necessary to carry out a numerical uncertainty analysis (Celik et al. [31], Valero and Bung [32]).
The volume finite ANSYS CFX code (ANSYS Inc. [30]) was selected. Following previous simulations of intake systems and sensitivity analysis of the turbulence models (Castillo et al. [33][34][35][36]), the shear stress transport (SST) model was used to solve the closure problem of the RANS equations. This model takes into account the accuracy of the k-ω model in the near-wall region and the free stream independence of the k-ε model in the outer part of the boundary layer (Menter [37]). The homogeneous model was selected to solve air-water flow. The free surface was considered as an iso-surface on the 0.50 air volume ratio. The fluid domain consisted of three bars and two spacings. The boundary conditions were the flow and the turbulent kinetic energy (measured with a Acoustic Doppler Velocimeter (Nortek AS, Baerum, Norway) probe) at the inlet, the water depths and hydrostatic pressures distributions. For the water-collected channel, an opening boundary condition was used. In the vertical plane of the extreme bars, symmetry conditions and hexahedral elements were used in the simulations. Details of the numerical simulation can be found in Castillo et al. [7,35]. Figure 4 compares the flow profiles measured in laboratory over the center of the bars with the simulated data obtained for two mesh sizes. In all the cases, the water profiles obtained with the CDF methodology were similar to the lab measurements. There were no outstanding differences between the results obtained with the 0.004 and 0.002 m mesh sizes. However, the solver mean required time was around 5.5 times longer with the finer mesh size. For this reason, the 0.004 m mesh size was used to analyze the different specific flows and rack slopes.

Experimental and Numerical Campaign
Tests were made with specific flows q1 = 53.80; 77.00; 114.60 and 155.40 L/s/m for racks A, B, and C (m = 0.16, 0.22, and 0.28, respectively); and five longitudinal rack slopes: 0, 10%, 20%, 30%, and 33%. This entails 20 tests per rack. In each case, the free-surface flow profile and the flow derived per unit of length were measured. The total wetted rack length and the rejected flow at the end of the rack were also analyzed. Table 2 also shows the range of Froude number, Fr1, total head H0, and flow depth measured at the beginning of the rack in the experiments.
For rack C (m = 0.28), with horizontal and 30% slopes, the velocity and pressure fields were measured with PIV and Pitot tube instrumentations for three specific flows (q1 = 77.00; 114.60 and 138.80 L/s/m).

Free Surface Flow Profile
Flow depth perpendicular to the bottom of the rack, h, was measured each 0.05 m along the rack, from around 0.70 m upstream of the beginning of the rack to the end of the wetted rack. The zero value is located at the beginning of the rack. Four different approaching flows, three different void ratios, and five different slopes are considered.
Following Brunella et al. [9], the dimensionless free-surface flow profiles are presented in Figure 5 as a function of tanθ and the void ratio m, respectively. Differences in the water depth due to the slope variation are significant around the beginning of the rack (horizontal axis ≈ 0).
The static discharge coefficient, Cq0, was measured in a laboratory with a rack length of 0.30 m and placing a vertical wall at the end of the rack. Further details of how to measure the static discharge coefficient can be found in [8,9]. Therefore, the kinetic energy becomes potential and the Froude number of the approaching flow, Fr1, tends to 0. Figure 6a shows the values obtained for several approaching flows as a function of the void ratio. Figure 6b compares the averaged values of the static discharge coefficient, Cq0, calculated for each void ratio using T-shaped bars with those obtained by Garot [11], Noseda [8], Brunella et al. [9], and Righetti and Lanzoni [10] testing different shaped bars. In accordance with the results, an exponential adjustment of the Cq0 value is proposed as a function of the rack shape: where a is a factor that depends on the shape of the bars: 1.43 for circular bars, 1.15 for prismatic rounded bars, and 0.90 for T-shaped bars.

Experimental and Numerical Campaign
Tests were made with specific flows q 1 = 53.80; 77.00; 114.60 and 155.40 L/s/m for racks A, B, and C (m = 0.16, 0.22, and 0.28, respectively); and five longitudinal rack slopes: 0, 10%, 20%, 30%, and 33%. This entails 20 tests per rack. In each case, the free-surface flow profile and the flow derived per unit of length were measured. The total wetted rack length and the rejected flow at the end of the rack were also analyzed. Table 2 also shows the range of Froude number, F r1 , total head H 0 , and flow depth measured at the beginning of the rack in the experiments.
For rack C (m = 0.28), with horizontal and 30% slopes, the velocity and pressure fields were measured with PIV and Pitot tube instrumentations for three specific flows (q 1 = 77.00; 114.60 and 138.80 L/s/m).

Free Surface Flow Profile
Flow depth perpendicular to the bottom of the rack, h, was measured each 0.05 m along the rack, from around 0.70 m upstream of the beginning of the rack to the end of the wetted rack. The zero value is located at the beginning of the rack. Four different approaching flows, three different void ratios, and five different slopes are considered.
Following Brunella et al. [9], the dimensionless free-surface flow profiles are presented in Figure 5 as a function of tanθ and the void ratio m, respectively. Differences in the water depth due to the slope variation are significant around the beginning of the rack (horizontal axis ≈ 0).
The static discharge coefficient, C q0 , was measured in a laboratory with a rack length of 0.30 m and placing a vertical wall at the end of the rack. Further details of how to measure the static discharge coefficient can be found in [8,9]. Therefore, the kinetic energy becomes potential and the Froude number of the approaching flow, F r1 , tends to 0. Figure 6a shows the values obtained for several approaching flows as a function of the void ratio. Figure 6b compares the averaged values of the static discharge coefficient, C q0 , calculated for each void ratio using T-shaped bars with those obtained by Garot [11], Noseda [8], Brunella et al. [9], and Righetti and Lanzoni [10] testing different shaped bars. In accordance with the results, an exponential adjustment of the C q0 value is proposed as a function of the rack shape: where a is a factor that depends on the shape of the bars: 1.43 for circular bars, 1.15 for prismatic rounded bars, and 0.90 for T-shaped bars.       By multiplying the h/h c value by the (1 + tanθ) factor, data adjust to a single curve over the rack. Figure 7 shows the Brunella et al. [9] original expression, and the adjustment obtained in the present work for several longitudinal slopes (from 0% to 33%). The values measured in the laboratory have a correlation of R 2 = 0.99 with Equation (11).  Figure 7 shows the Brunella et al. [9] original expression, and the adjustment obtained in the present work for several longitudinal slopes (from 0% to 33%). The values measured in the laboratory have a correlation of R 2 = 0.99 with Equation (11).

Wetted Rack Length
The maximum length of the flow in the slit, L1, measured in the laboratory adjusts to the values that Brunella et al. [9] considered as wetted length (see Figures 5 and 7). However, the wetted rack length for T-shaped bars, L2, measured over the rack presents the influence of the rack slope.
Noseda [8] proposed an expression to estimate the required wetted rack length with slopes smaller than 20%: To estimate the required wetted rack length for all slopes, considering slopes up to 33%, the following expression is proposed: Wetted rack lengths measured in lab and calculated with Equations (12) and (13) are presented in Figure 8. Equation (12) is calculated with the hypothesis of H0 = Hmin, while Cqh is the average of the discharge coefficient values along the rack (calculated as 1.3 times the static discharge coefficient, Cq0, with a good approximation).
Equation (12) under-predicts wetted lengths with slopes higher than 20% and overestimates the required length for the lower slopes. A better agreement is obtained with Equation (13), which takes the rack slope into account.

Wetted Rack Length
The maximum length of the flow in the slit, L 1 , measured in the laboratory adjusts to the values that Brunella et al. [9] considered as wetted length (see Figures 5 and 7). However, the wetted rack length for T-shaped bars, L 2 , measured over the rack presents the influence of the rack slope.
Noseda [8] proposed an expression to estimate the required wetted rack length with slopes smaller than 20%: To estimate the required wetted rack length for all slopes, considering slopes up to 33%, the following expression is proposed: Wetted rack lengths measured in lab and calculated with Equations (12) and (13) are presented in Figure 8. Equation (12) is calculated with the hypothesis of H 0 = H min , while C qh is the average of the discharge coefficient values along the rack (calculated as 1.3 times the static discharge coefficient, C q0 , with a good approximation).
Equation (12) under-predicts wetted lengths with slopes higher than 20% and overestimates the required length for the lower slopes. A better agreement is obtained with Equation (13), which takes the rack slope into account.

Velocity and Pressure Fields over the Rack
The flow over the rack of void ratio m = 0.28 has been measured with Particle Image Velocimetry (PIV). This instrumentation allows us to calculate the velocity field and the streamlines in a longitudinal plane located in the center of the slit between two bars. Values have been compared with the CFD simulations and a good agreement was achieved (Figure 9). From the velocity field and the water depth, the energy level along the rack may be calculated using the Bernoulli equation. Figure 11 shows the flow profile and the energy level for q1 = 114.60 L/s/m, and slopes of 0% and 30%. The energy level starts with values over the minimum energy (water flow depths smaller than the critical depth). For the 0% slope, the energy level remains horizontal. However, the dissipation through the rack is around 0.10 m/m for the 30% rack slope.

Velocity and Pressure Fields over the Rack
The flow over the rack of void ratio m = 0.28 has been measured with Particle Image Velocimetry (PIV). This instrumentation allows us to calculate the velocity field and the streamlines in a longitudinal plane located in the center of the slit between two bars. Values have been compared with the CFD simulations and a good agreement was achieved (Figure 9).

Velocity and Pressure Fields over the Rack
The flow over the rack of void ratio m = 0.28 has been measured with Particle Image Velocimetry (PIV). This instrumentation allows us to calculate the velocity field and the streamlines in a longitudinal plane located in the center of the slit between two bars. Values have been compared with the CFD simulations and a good agreement was achieved (Figure 9). From the velocity field and the water depth, the energy level along the rack may be calculated using the Bernoulli equation. Figure 11 shows the flow profile and the energy level for q1 = 114.60 L/s/m, and slopes of 0% and 30%. The energy level starts with values over the minimum energy (water flow depths smaller than the critical depth). For the 0% slope, the energy level remains horizontal. However, the dissipation through the rack is around 0.10 m/m for the 30% rack slope. From the velocity field and the water depth, the energy level along the rack may be calculated using the Bernoulli equation. Figure 11 shows the flow profile and the energy level for q 1 = 114.60 L/s/m, and slopes of 0% and 30%. The energy level starts with values over the minimum energy (water flow depths smaller than the critical depth). For the 0% slope, the energy level remains horizontal. However, the dissipation through the rack is around 0.10 m/m for the 30% rack slope. Water 2017, 9,65 13 of 23   Figure 12 shows the velocity and pressure coefficients of the energy equation, α and λ respectively, calculated from the following equations:   Figure 12 shows the velocity and pressure coefficients of the energy equation, α and λ respectively, calculated from the following equations:  Figure 12 shows the velocity and pressure coefficients of the energy equation, α and λ respectively, calculated from the following equations: where U i is the module of the velocity vector located in the position i, U the mean velocity vector in the section analyzed, q the flow along the rack in the x coordinate, and P the static pressure in the y coordinate.
Water 2017, 9, 65 14 of 23 where Ui is the module of the velocity vector located in the position i, U the mean velocity vector in the section analyzed, q the flow along the rack in the x coordinate, and P the static pressure in the y coordinate. The velocity coefficient α has values between 1.00 and 1.03 for all the flow rates analyzed. The pressure coefficient λ starts with values around 0.84 at the beginning of the rack, confirming the departure from hydrostatic conditions. At the end of the rack, λ tends to values around the unit.
The effect of these factors in the estimation of the flow profile and the flow derived per unit of length is usually included in the discharge coefficient. If these coefficients are considered, for the horizontal case, Equation (2) would become: From the total pressure field measured by Pitot tubes, pt,β, and using the velocity field measured with the PIV system, the static pressure in the flow is calculated from Equation (4). Figure 13 shows the values for the approaching flow q1 = 114.60 L/s/m, horizontal slope, and several longitudinal coordinates. The static pressure measured with Pitot tubes inclined 0° and 22° approximates to the numerically simulated values.
Differences between them appear in the vicinity of the slit, where the 0° inclination values start to diverge from the 22° measurements and the simulated data. Results are in agreement with those presented by Katchatrian [38], cited by Mostkow [18]. Figure 13 also shows the pressure field along the rack obtained from the theoretical proposal of Castro-Orgaz and Hager [26], where Δp is the theoretical deviation from the hydrostatic values. The three methods are quite similar in the upper part of the flow, while the values present divergence in the vicinity of the slit. The velocity coefficient α has values between 1.00 and 1.03 for all the flow rates analyzed. The pressure coefficient λ starts with values around 0.84 at the beginning of the rack, confirming the departure from hydrostatic conditions. At the end of the rack, λ tends to values around the unit.
The effect of these factors in the estimation of the flow profile and the flow derived per unit of length is usually included in the discharge coefficient. If these coefficients are considered, for the horizontal case, Equation (2) would become: From the total pressure field measured by Pitot tubes, p t,β , and using the velocity field measured with the PIV system, the static pressure in the flow is calculated from Equation (4). Figure 13 shows the values for the approaching flow q 1 = 114.60 L/s/m, horizontal slope, and several longitudinal coordinates. The static pressure measured with Pitot tubes inclined 0 • and 22 • approximates to the numerically simulated values.
Differences between them appear in the vicinity of the slit, where the 0 • inclination values start to diverge from the 22 • measurements and the simulated data. Results are in agreement with those presented by Katchatrian [38], cited by Mostkow [18]. Figure 13 also shows the pressure field along the rack obtained from the theoretical proposal of Castro-Orgaz and Hager [26], where ∆p is the theoretical deviation from the hydrostatic values. The three methods are quite similar in the upper part of the flow, while the values present divergence in the vicinity of the slit.

Discharge Coefficient
The derived flow per unit of length was measured in the laboratory. From Equation (1), the discharge coefficient may be obtained with the hypothesis of H0 = Hmin. The CqH values are influenced by the void ratio and the slope. Lower values are obtained for the higher slopes and void ratios. In all the cases, the coefficient decreases as the flow moves along the rack. Figure 14 presents the CqH multiplied by the factor (1 + tanθ), which allows us to estimate a unique adjustment. Considering the results, an exponential equation is proposed to calculate the discharge coefficient along the rack, as a function of rack slope: This equation considers three parameters, as did the expressions proposed by Righetti and Lanzoni [10] and Righetti et al. [23].
However, Equation (17) takes into account the longitudinal rack slope instead of the parameter FH0 at the beginning of the rack (see Appendix A).

Discharge Coefficient
The derived flow per unit of length was measured in the laboratory. From Equation (1), the discharge coefficient may be obtained with the hypothesis of H 0 = H min . The C qH values are influenced by the void ratio and the slope. Lower values are obtained for the higher slopes and void ratios. In all the cases, the coefficient decreases as the flow moves along the rack. Figure 14 presents the C qH multiplied by the factor (1 + tanθ), which allows us to estimate a unique adjustment. Considering the results, an exponential equation is proposed to calculate the discharge coefficient along the rack, as a function of rack slope: (1 + 0.9 tan θ) .
This equation considers three parameters, as did the expressions proposed by Righetti and Lanzoni [10] and Righetti et al. [23].
However, Equation (17) takes into account the longitudinal rack slope instead of the parameter F H0 at the beginning of the rack (see Appendix A).

Discharge Coefficient
The derived flow per unit of length was measured in the laboratory. From Equation (1), the discharge coefficient may be obtained with the hypothesis of H0 = Hmin. The CqH values are influenced by the void ratio and the slope. Lower values are obtained for the higher slopes and void ratios. In all the cases, the coefficient decreases as the flow moves along the rack. Figure 14 presents the CqH multiplied by the factor (1 + tanθ), which allows us to estimate a unique adjustment. Considering the results, an exponential equation is proposed to calculate the discharge coefficient along the rack, as a function of rack slope: This equation considers three parameters, as did the expressions proposed by Righetti and Lanzoni [10] and Righetti et al. [23].
However, Equation (17) takes into account the longitudinal rack slope instead of the parameter FH0 at the beginning of the rack (see Appendix A).  To adjust the discharge coefficient, the first coefficient from Equation (17) has been modified from 0.58 to 0.75. The discharge coefficient proposed by Righetti and Lanzoni [10] is also presented for the case of q 1 = 155.40 L/s/m and horizontal slope.
From Equations (1), (2) and (17), the flow profile and the derived flow per unit of length may be calculated. Figure 15 shows the case of q 1 = 155.40 L/s/m, T-shaped bars, m = 0.28, and 0 and 33% rack slopes. Laboratory data are compared with the values proposed by Noseda [8] for the discharge coefficient included in the Appendix A, and with the numerical resolution of the following equations: Water 2017, 9, 65 16 of 23 Figure 14 also shows the values measured in laboratory by Orth et al.
[1] for a hydrodynamic profile. To adjust the discharge coefficient, the first coefficient from Equation (17) has been modified from 0.58 to 0.75. The discharge coefficient proposed by Righetti and Lanzoni [10] is also presented for the case of q1 = 155.40 L/s/m and horizontal slope.
From Equations (1), (2) and (17), the flow profile and the derived flow per unit of length may be calculated. Figure 15 shows the case of q1 = 155.40 L/s/m, T-shaped bars, m = 0.28, and 0 and 33% rack slopes. Laboratory data are compared with the values proposed by Noseda [8] for the discharge coefficient included in the Appendix A, and with the numerical resolution of the following equations: For small slope cases, the measured values adjust to that calculated. For the 33% slope case, differences appear with the Noseda [8] values. These variations are due to the fact that Noseda did not consider the longitudinal slope of the rack, and the author studied the discharge coefficient with rack slopes from the horizontal to 20%. From another point of view, Righetti and Lanzoni [10] and Righetti et al. [23] experimentally checked the analogy between the discharge coefficient from Equation (1) and the sine of the angle of the velocity vector with the plane of the rack. They used the PIV equipment with racks made by top rounded bars of Plexiglas with a spacing of 2 mm. The void ratio m = 0.28, with four specific flows and two slopes, has been considered as an example. Figure 16 shows a comparison of the discharge coefficient calculated from Equation (1) with the energy head defined by the PIV measurements ( Figure 10) and the sine of the angle of the velocity vector with the plane of the rack simulated with CFD. Although the experiments are different from those analyzed by Righetti and Lanzoni, the analogy between CqH and the sine of the angle of the velocity vector seems clear. For small slope cases, the measured values adjust to that calculated. For the 33% slope case, differences appear with the Noseda [8] values. These variations are due to the fact that Noseda did not consider the longitudinal slope of the rack, and the author studied the discharge coefficient with rack slopes from the horizontal to 20%.
From another point of view, Righetti and Lanzoni [10] and Righetti et al. [23] experimentally checked the analogy between the discharge coefficient from Equation (1) and the sine of the angle of the velocity vector with the plane of the rack. They used the PIV equipment with racks made by top rounded bars of Plexiglas with a spacing of 2 mm. The void ratio m = 0.28, with four specific flows and two slopes, has been considered as an example. Figure 16 shows a comparison of the discharge coefficient calculated from Equation (1) with the energy head defined by the PIV measurements ( Figure 10) and the sine of the angle of the velocity vector with the plane of the rack simulated with CFD. Although the experiments are different from those analyzed by Righetti and Lanzoni, the analogy between C qH and the sine of the angle of the velocity vector seems clear. From Equations (1) and (4), we can find a different procedure to obtain the discharge coefficient, CqH. From the velocity and pressure fields, the static pressure head in the slit may be obtained. A contraction coefficient has to be experimentally adjusted. If the horizontal energy level with initial value equal to minimum energy is considered, then an additional coefficient K needs to be introduced: In Figure 17, the values of the discharge coefficient along the rack, defined by Equation (1), have been compared with those obtained from Equation (20). For the case of a horizontal slope and a void ratio m = 0.28, the contraction coefficient obtained is CcK ≈ 0.88.

Conclusions
This study complements previous works (Noseda [8], Brunella et al. [9], Righetti and Lanzoni [10]) in bottom intake systems with T-shaped bars disposed longitudinally.   From Equations (1) and (4), we can find a different procedure to obtain the discharge coefficient, C qH . From the velocity and pressure fields, the static pressure head in the slit may be obtained. A contraction coefficient has to be experimentally adjusted. If the horizontal energy level with initial value equal to minimum energy is considered, then an additional coefficient K needs to be introduced: In Figure 17, the values of the discharge coefficient along the rack, defined by Equation (1), have been compared with those obtained from Equation (20). For the case of a horizontal slope and a void ratio m = 0.28, the contraction coefficient obtained is C c K ≈ 0.88. From Equations (1) and (4), we can find a different procedure to obtain the discharge coefficient, CqH. From the velocity and pressure fields, the static pressure head in the slit may be obtained. A contraction coefficient has to be experimentally adjusted. If the horizontal energy level with initial value equal to minimum energy is considered, then an additional coefficient K needs to be introduced: In Figure 17, the values of the discharge coefficient along the rack, defined by Equation (1), have been compared with those obtained from Equation (20). For the case of a horizontal slope and a void ratio m = 0.28, the contraction coefficient obtained is CcK ≈ 0.88.

Conclusions
This study complements previous works (Noseda [8], Brunella et al. [9], Righetti and Lanzoni [10]) in bottom intake systems with T-shaped bars disposed longitudinally.   k 1 , k 2 constants of wetted rack length formulations of Krochin [3] and Vargas [15] respectively included in Appendix A; L wetted rack length; L 1 , L 2 maximum wetted length over the bar and in the slit, respectively; m void ratio; P static pressure; p t, β total pressure measured in Pitot tube tip in the direction of the axis with inclination β with the horizontal; p slit static pressure in the slit between two bars; q 1 specific approaching flow; q 2 specific flow at the end of the rack; U mean velocity vector;  ; λ = mC qh 2g cos θ; C qh = C qh (h) Noseda