Archives of Hydro-Engineering and Environmental Mechanics
, Volume 67 (1-4): 17 – Dec 1, 2020

/lp/de-gruyter/compound-channel-s-cross-section-shape-effects-on-the-kinetic-energy-c6vpEvNEQA

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- de Gruyter
- Copyright
- © 2020 Elham Ghanbari-Adivi, published by Sciendo
- ISSN
- 1231-3726
- eISSN
- 2300-8687
- DOI
- 10.1515/heem-2020-0004
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Since accurate estimation of the ﬂow kinetic energy () and momentum ( ) is not easily pos- sible in compound channels, determining their accurate correction coeﬃcients is an important task. This paper has used the “ﬂood channel facility (FCF)” data and the “conveyance estimate system (CES)” model (which is 1D, but considers a term related to the secondary ﬂow) to study how the ﬂoodplain width and the main channel wall slope and asymmetry aﬀect the values of and . Results have shown that their maximum values at the highest ﬂoodplain width are, respectively, 1.36 and 1.13 times of those at the lowest case; an increase in the slope increased their maximum values by 1.05 and 1.01 times, respectively. The mean of error values showed that the CES model estimated the values and more accurately than the ﬂow discharge. The maximum diﬀerences between the estimated and experimental values were 12.14% for and 4.3% for ; for the ﬂow discharge, it was 24.4%. Key words: CES model, compound channel, FCF, ﬂoodplain, kinetic energy correction co- eﬃcient, momentum correction coeﬃcient 1. Introduction In a compound channel, the transverse velocity distribution is broken at the inter- face zone because the diﬀerence of the boundary roughness and ﬂow depths between the ﬂoodplain(s) and the main channel in this zone is high (Sellin 1964) and the non-uniform velocity distribution produces vortex ﬂow, causing the kinetic energy to be lost and the conveyance capacity to be reduced (Keshavarzi and Hamidifar 2018). © 2020 Institute of Hydro-Engineering of the Polish Academy of Sciences. This is an open access article licensed under the Creative Commons Attribution-NonCommercial-NoDerivs License (http://creativecommons.org/licenses/by-nc-nd/4.0/). 56 E. Ghanbari-Adivi Any deviation from the theoretical uniformity of the velocity distribution is cal- culated by using the kinetic energy correction (Coriolis) coeﬃcient () and momen- tum correction (Boussinesq) coeﬃcient ( ) (Mohanty 2013). Since is an impor- tant factor in compound channel hydraulic calculations (Chow 1959), its careless de- termination will cause energy calculation errors of up to 100% (Keshavarzi 1993). Cross-section shape, alignment, ﬂow depth, channel slope, roughness, and so on are the factors that aﬀect the velocity distribution for which = = 1 if it is uniform in both lateral and vertical directions (Chow 1959, French 1987). The cross-section shape aﬀects the values of and and their accurate calculation is essential, be- cause if there is any negligence, estimation of the ﬂow hydraulic parameters will be erroneous (Keshavarzi and Hamidifar 2018), resulting in a 5–10% error in the ﬂow calculations (Fenton 2005). In single channels, use of some predeﬁned coeﬃcients is acceptable, but in compound ones, accurate estimation of these coeﬃcients will minimize the design errors (Keshavarzi and Hamidifar 2018). In a river, if the main channel-ﬂoodplain velocity diﬀerence is high, the value of can increase to more than 2 (Henderson 1966); in some related studies its value has been between 1 and 2 (Chow 1959). In their study on a symmetric smooth straight compound channel with broad ﬂoodplains, Mohanty et al (2012) have reported values of 2.09 and 1.39 for and , respectively, but Kolupaila (1956) have recommended average values of 1.75 and 1.25 for and , respectively, for over-ﬂooded river val- leys or channels fringed by ﬂoodplains. While Li and Hager (1990) suggest = 1:15 and = 1:06 in practical applications, Seckin et al (2009a) propose = 1:156 and = 1:056 for symmetric and asymmetric rectangular compound channels, and Par- saie (2016) recommends = 2:2 and = 1:4 for symmetric compound channels with smooth boundaries. A general review of the literature shows that studies on the eﬀects of the ﬂoodplain width on the energy loss and momentum in compound sections are rare; hence, the issue is addressed here due to its importance. 1.1. Conveyance Estimation System (CES) Model The CES conveyance-calculation approach is based on the depth-integrated RANS equations for ﬂow along the stream direction. It extends the original Shiono-Knight Method (SKM) (Shiono and Knight 1989) for straight prismatic channels to include the more recent Ervine et al’s approach (Ervine et al 2000) for meandering chan- nels (CES User Manual 2004). Shiono and Knight (1991) developed a model that considered secondary ﬂows and the depth-velocity was assumed to change linearly in the transverse direction. Called SKM (Shiono and Knight Method), it introduces a secondary ﬂow term as Γ in each subsection (Tang and Knight 2008). The SKM method uses the Navier-Stokes momentum equation, that presented by Shiono and Knight (1991) in a 2D equation (Shiono and Knight 1988 and 1990). Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 57 Knight et al (1989) developed one of the ﬁrst LDM (Lateral Distribution Method) models based on the Navier-Stokes-momentum equation in the ﬂow direction for a compound channel. The classical LDM was ﬁrst derived from averaging of the sim- ple Navier-Stokes equations in depth, but the developed one is directly obtained from the simpliﬁed Saint Venant equations with dispersion terms (Bousmar 2002). Since the existing 1D models (e.g., ISIS, HEC-RAS and MIKE 11) had unphysi- cal base and boundary resistance, overestimated ﬂoodplains and underestimated main channels, CES was developed to estimate the conveyance by the reduced and sim- pliﬁed form of the Reynolds-averaged Navier-Stokes (RANS) equations (CES User Manual 2004), because it can generate parameters such as the lateral distribution of the depth-averaged velocity, boundary shear stress, transverse friction velocity and Boussinesq and Coriolis coeﬃcients (Mohanty 2013). Studying Tisza River in Hun- gary, Nagy et al (2018) used Hec-Ras and CES models to ﬁnd the ﬂoodplain cover ef- fects on the ﬂood transfer and showed that both could estimate the ﬂood depth and ve- locity. To examine the transverse distribution of depth mean velocity in a meandering trapezoidal channel, Mohanty (2013) used CES to analyze the mean depth velocities and showed that the CES-estimated average velocity was less than the measured one. Studying ﬂoods in Northern Ireland to solve continuity and momentum equations of permanent ﬂows, Moreta and Lopez-Querol (2017) used 1D Hec-Ras and CES mod- els and SRH-2D model and concluded that CES, which calculated the ﬂow parameters based on the LDM, estimated velocity distribution and the momentum between the main channel and the ﬂoodplain more accurately than the SRH-2D model. Singh et al (2018) applied CES and ANSYS ﬂuent models to calculate ﬂow parameters. They studied lateral distribution of the velocity and shear stress in a gravel-bed channel experimentally and computationally and showed that both models gave acceptable nu- merical results. The CES-/ANSYS-estimated shear stress distributions were, respec- tively, higher and lower than the experimental results; while CES provided uniform boundary shear stress at the channel bed, ANSYS 3D gave values close to the real data. Presenting a model to estimate the discharge of an asymmetric compound chan- nel, Devi and Khatua (2019) compared its results with those of SCM, EDM, EVDM and CES and concluded that the proposed model estimated the ﬂow rate better than CES. Devi et al (2018) used FCF data from the England Wallingford Institute and the Indian NITR Channel to study how CES estimated the mean depth of velocity in sym- metric and asymmetric compound channels, and showed that although CES predicted the low-width-ratio channels accurately, it did not yield an accurate prediction in the interface zone because of uncertain values of the eddy viscosity, friction factor and secondary ﬂow. Hence, the authors recommended correction coeﬃcients to be used in CES, especially near the shear layer. This study uses the FCF data to examine the eﬀects of the ﬂoodplain width, slope of the main channel wall and asymmetry of the compound channel on the and co- eﬃcients, and investigates the CES ability to estimate these coeﬃcients and discharge in diﬀerent conditions. The CES model which is used here is a suitable method for 58 E. Ghanbari-Adivi estimating the capacity of a compound channel, because it considers the eﬀects of the secondary ﬂow in the subsections’ interface and calculates the energy loss due to the interaction between the sub-section in a compound channel, which leads to a reduced transfer capacity in these sections compared to regular ones. The FCF data that are used here are also compared with the results from other laboratory experiments. Fi- nally, statistical methods, such as the normalized root mean square error (NRMSE) and mean absolute percentage error (MAPE) are used to determine the CES accuracy. 2. Methods 2.1. Kinetic Energy and Momentum Correction Coeﬃcients To ﬁnd and , the compound channel is divided into several subsections; is the sum of the ﬂow kinetic energy in each subsection divided by that of the entire section (Eq. 1), and is the sum of momentum in each subsection divided by that of the entire section (Eq. 2) (Mohanty et al 2012). Thus, i=1 = ; (1) V A n 2 i=1 i = ; (2) V A where v and a are the average velocity and area in each subsection (Fig. 1), V and A i i are those in the entire section, and n is the number of subsections. a1 a2 a3 a4 Fig. 1. Subsections of the compound channel (a ) As noted before, various factors (cross-section shape, ﬂow hydraulic parameters, boundary roughness, etc.) can aﬀect the lateral velocity distribution in a channel. This study has used the FCF data to examine the eﬀects of the cross-section shape on and in a channel which is 60 m long and 10 m wide, under the following three sets of conditions: 2.1.1. Eﬀects of the Floodplain Width Using Series 01, 02 and 03 (symmetric) FCF data and constant main channel bed width and wall slope, eﬀects on and were studied for ﬂoodplain widths of 5, 3.5 and 1.65 m. Fig. 2 and Table 1 show the FCF series cross-section and information, respectively. Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 59 Series 0.25 Series 06 hf Sf=0 Sf=0 0.25 Sc=1 Sf=1 0.4 Sc=1 Sc=1 h=0.15 h=0.15 bf=4.1 Sc=1 b=1.5 b=0.75 B=5 B=3.9 0.25 Series 0.25 Series Sf=1 Sf=1 Sf=1 08 Sf=1 h=0.15 Sc=0 Sc=1 Sc=1 Sc=0 h=0.15 b=0.75 b=0.75 B=3.15 B=3 0.25 Series 0.25 Series Sf=1 10 03 Sf=1 Sf=0 Sf=0 Sc=2 h=0.15 Sc=2 h=0.15 Sc=1 Sc=1 b=0.75 b=0.75 B=3.3 B=1.65 Series Sf=1 Sf=1 h=0.5 Sc=1 Sc=1 b=0.75 B=1.65 Fig. 2. FCF series cross-sections Table 1. FCF series parameters Cross section Shape S S B b b Series c f f Symmetric 1 0 5 4.1 0.75 01 Symmetric 1 1 3.15 2.25 0.75 02 Symmetric 1 1 1.65 0.75 0.75 03 Trapezoidal 1 – – – 0.75 04 Asymmetric 1 1 3.15 2.25 0.75 06 Symmetric 0 1 3 2.25 0.75 08 Symmetric 2 1 3.3 2.25 0.75 10 2.1.2. Eﬀects of the Main Channel Wall Slope Using Series 02, 08 and 10 (symmetric) FCF data and constant ﬂoodplain and main channel widths, eﬀects on and were studied for main channel wall slopes of 1 : 1, 0 : 1 and 2 : 1. 2.1.3. Eﬀects of Asymmetry Using Series 06 (asymmetric) FCF data, eﬀects on and were studied for asymmetry eﬀects. The FCF data include the ﬂow hydraulic parameters (discharge, area and mean ve- locity of the entire section and each subsection, etc.) and channel characteristics (main 60 E. Ghanbari-Adivi channel bed width and wall slope, ﬂoodplain width, boundary roughness and bed slope). Using the CES model, Eqs. (1) and (2) and the above-mentioned information, and were calculated under diﬀerent conditions and compared with experimental values. In the plots, h is the main channel depth, b is half of the main channel width, b is the ﬂoodplain width, H is the main channel ﬂow depth, S is the ﬂoodplain wall slope, S is the main channel wall slope and B is the distance from the channel axis to the end of the ﬂoodplain, respectively. 2.2. Model Evaluation Errors which were considered for evaluating the CES model accuracy to estimate , and ﬂow discharge Q, included the mean absolute percentage error (MAPE) and normalized root mean square error (NRMSE), deﬁned as follows: 0 1 B C 1 B jx y jC i i B C B C MAPE = B C 100; (3) @ A n x i=1 (x y ) i i i=1 NRMSE = 100; (4) where x are the observed values (, and Q in the FCF data), y are the estimated i i values (, and Q in the CES model), x is the mean of the observed values and n is the number of values. 3. Results and Discussion 3.1. Values of and in a Single Channel Variations of and calculated for a single, diﬀerent ﬂow-depth, trapezoidal channel are shown in Fig. 3. As shown, the ﬂow always remains in the main channel (it does not enter the ﬂood- plain) and 1 for diﬀerent depths because the cross-section shape is uniform, velocity vectors have the same direction (no vortex is formed) and the shear stress and momentum exchange are insigniﬁcant. 3.2. Eﬀects of the Floodplain Width on and Using Series 01, 02 and 03 of FCF data for diﬀerent ﬂoodplain widths (4.1, 2.25 and 0.75 m) and constant main channel wall slope resulted in 1.5 m for width, 0.15 m for depth and 1 : 1 for the main channel wall slope. Figure 4 shows the eﬀects of the ﬂoodplain width and ﬂow depth on the values of and . Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 61 Fig. 3. Variations of and for Series 04 of FCF data Fig. 4. Eﬀects of the ﬂoodplain width and ﬂow depth on (a) and (b) As seen in Fig. 4(a), the values of and did not signiﬁcantly change before the ﬂow depth reached a bankfull stage (15 cm), but when it reached 15.8 cm, they suddenly increased by 1.2 and 0.4 units, respectively (Parsaie 2016). The increase in the maximum was 0.41, 0.17 and 0.06 in Series 01, 02 and 03, respectively (i.e., the increase in Series 01 was about 2.4 times that of in Series 02, and 6.8 times of that in Series 03). Regarding , the values were 0.17, 0.08 and 0.03, respectively (i.e., the increase in Series 01 was about 2.1 times of that in Series 02, and 5.6 times of 62 E. Ghanbari-Adivi that in Series 03). Since the ﬂoodplain was wider in Series 01 compared to Series 02 and 03, the ﬂow in the same depth was greater, the velocity was smaller, the main channel-ﬂoodplain velocity diﬀerence was higher, the shear stress and kinetic energy loss were larger and, therefore, and increased more. In Fig. 4(b), since the vortex ﬂow in the interface zone was more in Series 01 than in Series 02 and 03, the main channel-ﬂoodplain momentum exchange was larger, causing to increase more. An increase in the ﬂow depth caused and to start to decrease in all graphs, and in each series they reached their highest values at speciﬁc depths. The maximum values of and occurring at their relative depths D = (H h)/H in Series 01, 02 and 03 were (0.1, 0.16, 0.24) and (0.1, 0.12, 0.2), respectively, indicating that in each series, the maximum occurred at a lower relative depth than that for the maximum . Parsaie (2016) showed that the highest and values occurred in a 0.15–0.2 m ﬂow depth range and concluded that an increase in the latter reduced and to a minimum value 1 in all series (Parsaie 2016 and Mohanty et al 2013, reported the same trend). An increase in the ﬂow depth reduced/increased the roughness/ﬂoodplain eﬀects on the ﬂow transfer rate causing the ﬂoodplain-main channel velocity diﬀerence to decrease, shear stress and vortex ﬂow in the interface zone to diminish, and, thus, and values to reduce. The decreasing trend continued until 1 and the compound channel was treated as a single one, because the eﬀects of walls were reduced on the ﬂow and its stream alignment. Since the maximum values of and in Series 01, 02 and 03 are (1.53, 1.33, 1.12) and (1.19, 1.12, 1.05), respectively, their comparison shows notable eﬀects of the ﬂoodplain width on their values at compound channels. 3.3. Eﬀects of the Main Channel Wall Slope on and Eﬀects of the main channel wall slope on and were studied using data Series 02, 08 and 10, when the ﬂoodplain width and main channel width and depth were 3.15, 1.5 and 0.15 m, and the main channel wall slopes were 1 : 1, 0 : 1 and 2 : 1, respectively (Fig. 5). In Fig. 5(a), an increase in the main channel ﬂow depth (to more than 0.15 m) suddenly increased and to their maximum values in each series, because, as men- tioned before, the ﬂow entered the ﬂoodplain and caused some shear stress to form in the interface zone due to the ﬂoodplain-main channel ﬂow velocity diﬀerence. This led to a kinetic energy loss and increased causing the momentum exchange and, hence, to increase too because of the vortex ﬂow in this area. According to the ris- ing branch of and curves, an increase in the ﬂow depth reduced the branch slope, causing and to reach their maximum values which, for , were equal to 1.33, 1.34 and 1.32 in Series 02, 08 and 10, respectively. Since the main channel wall slope increased from 2 : 1 in Series 10 to 1 : 1 in Series 02 and then to 0 : 1 in Series 08, the distance between the main channel and ﬂoodplain ﬂow regions was decreased, Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 63 Fig. 5. Eﬀects of the main channel wall slope and ﬂow depth on (a) and (b) causing the shear stress to increase in the interface zone. Hence, an increase in the main channel wall slope slightly increased the maximum value of . In Fig. 5(b), since the maximum values of are 1.12, 1.13 and 1.12 in Series 02, 08 and 10, respectively, the eﬀects of the main channel wall slope on and are negligible under these conditions. Again, an increase in the ﬂow depth reduced the boundary roughness eﬀects and increased the ﬂoodplain eﬀects on the ﬂow transfer rate, leading to a reduction in the shear stress and ﬂow vortex, and causing 1 when the compound channel behaves as a single one. 3.4. Compound Channel’s Asymmetry Eﬀects on and The compound channel’s asymmetry eﬀects were examined on and using Series 06 FCF data, when the ﬂoodplain width and main channel width, depth and wall slope were 3, 1.5 and 0.15 m and 1 : 1, respectively, and and were calculated (Fig. 6) by using Eqs. (1) and (2). In Fig. 6(a), an increase in the ﬂow depth beyond the bankfull, as in the sym- metric channel, caused a sudden increase in , and since the ﬂoodplain depth and ﬂow velocity were smaller (than those of the main channel), its roughness had a more 64 E. Ghanbari-Adivi Fig. 6. Asymmetry and ﬂow depth eﬀects on (a) and (b) signiﬁcant eﬀect on the ﬂow in this zone. The ﬂoodplain-main channel velocity dif- ference generated some shear stress in the interface zone and the ﬂow energy loss and non-uniform velocity distribution increased (its maximum value was smaller in the asymmetric than in the symmetric channel). Further increase in the ﬂow depth made = 1, causing the compound channel to act as a single one. An increase in the ﬂow depth reduced the ﬂoodplain roughness eﬀects on the ﬂow, causing the velocity to increase in this zone. Hence, the ﬂoodplain-main channel velocity diﬀerence was reduced, leading to a reduction in . In Series 03 (with smaller ﬂoodplain width) and 01 and 02 (with higher ones), the maximum was smaller in the asymmetric than in the symmetric channel, because the shear stress and kinetic energy loss were larger in the latter as there were in the two interface zones between the main channel and the ﬂoodplains, and it was smaller in the former, because there was one interface zone, concluding that is aﬀected less by the ﬂoodplain width and more by the shear stress in the interface zone. In Fig. 6(b), the maximum is 1.07 for the asymmetric channel (only smaller than those in Series 01 and 02 of the symmetric channels), because, as mentioned before, its values were 1.2, 1.12 and 1.04 in Series 01, 02 and, 03 of the symmetric channels, respectively. Since the ﬂoodplain width in Series 06 was smaller than those in Series Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 65 01 and 02, and greater than that in Series 03, it can be concluded that is aﬀected less by the shear stress in the interface zone and more by the ﬂoodplain width. 3.5. Comparison with other Studies The values of and from this study were compared with those from other studies for the case of the symmetric compound channel (Fig. 7). Fig. 7. Comparison of and of this study with other studies In this study, and variations had a maximum and two ascending and descend- ing branches; in the latter, 1 for ﬂow depths > 25 cm (D > 0:4), especially for the symmetric channels, and the compound channel behaved like a single one. While Mohanty (2013) observed that 1 for D > 0:35, Seckin et al (2009b) stated that for D > 0:5 a compound channel behaved like a single one. 3.6. Comparison of CES Results with Experimental Data Series 01, 02, 03, 06, 08 and 10 of the FCF data were simulated by the CES model to predict the values of , and the ﬂow discharge Q. Fig. 8 compares the experimental 66 E. Ghanbari-Adivi and estimated results, and Table 2 contains a summary of diﬀerent statistical values for , and the ﬂow discharge simulated by the CES model. Fig. 8. Scatter diagram for the experimental and estimated values of (a), (b) and ﬂow discharge (c) Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 67 Table 2. Summary of various error and R2 values of , and ﬂow discharge simulated by the CES model Statistical Series Mean Parameters 01 02 03 06 08 10 NRMSE % 6.33 2.66 0.56 2.49 3.93 4.01 3.33 MAPE % 4.55 1.94 0.46 1.88 3.42 3.31 2.59 R % 92.49 97.31 98.1 92.88 95.94 92.88 94.93 NRMSE % 2.33 1.17 0.33 1.34 1.62 1.55 1.39 MAPE % 1.67 0.85 0.26 0.95 1.38 1.28 1.07 R % 93.93 96.9 97.12 94.13 97.5 94.7 95.71 NRMSE % 17.48 16.93 12.4 14.88 20.18 15.12 16.17 Q MAPE % 16.04 14.33 11.46 14.30 20.74 14.69 15.26 R % 99.74 99.87 99.92 99.73 99.77 99.89 99.82 In Figs. 8(a) and 8(b), the data distribution around the 450-line is more uniform than in Fig. 8(c). In Table 2, the values of and estimated for Series 03 agree well with the exper- imental values, but an increase in the ﬂoodplain width reduces the results’ accuracy, because this increase increases the turbulent ﬂow causing the estimation of the eddy viscosity, friction velocity, secondary ﬂow and shear stress to become diﬃcult to per- form and inaccurate, thus reducing the accuracy of the CES model results. The max and min errors for and occur for Series 01 and 03, respectively, and those for the discharge occur for Series 08 and 03, respectively. The mean values of the statistical parameters in Table 2 show that although the CES model estimates and more accurately than the discharge, the estimation accuracy of all three parameters is quite acceptable. For a comparison, the diﬀerences between the estimated and experimental val- ues of , and the discharge were calculated, and these results are shown in Fig. 9, where the star sign ( ) means percent error which is the estimated value minus the experimental value divided by the experimental value, and multiplied by 100. As can be seen in Fig. 9(a), before the ﬂow depth reached a bankfull stage (15 cm), the diﬀerence between the experimental and estimated values was nearly zero, but when the depth increased, the latter diﬀerence increased too for all series (except Series 01), and reached its maximum value at a depth 25 cm (D = 0:4). At a depth where this diﬀerence was the highest for (12.14% in Series 01), the compound chan- nel behaved as a single one and, then, the diﬀerence began to decrease, with a larger increase in the ﬂow depth. Although an increase in the ﬂoodplain width increased the above-mentioned diﬀerence, the main channel wall slope had no signiﬁcant ef- fects on it. According to Fig 8(a), the CES-estimated was generally higher than the experimental value. Regarding (Fig. 9b), the trend was similar to that of (Fig. 9a); before the ﬂow reached a bankfull stage (15 cm), the diﬀerence was 0. Then it increased and reached 68 E. Ghanbari-Adivi Fig. 9. Diﬀerences between the experimental and estimated values of (a), (b) and ﬂow discharge Q (c) its maximum (4.3% for Series 01) when the ﬂow depth increased. A further depth increase reduced the above-mentioned diﬀerence, the maximum of which occurred in each series at a ﬂow depth 25 cm. The diﬀerence had an increasing trend in Series 06, and its maximum occurred at a 21 cm ﬂow depth in Series 01, when the compound channel behaved like a single one. Similarly to the trend, an increase in the ﬂood plain width increased the diﬀerence, but the main channel wall slope had no signiﬁcant eﬀects on it. According to Fig 9(b), the CES-estimated ß value was generally higher than from the experiments. Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 69 According to Fig 9(c), before the ﬂow reached a bankfull stage (15 cm), the dif- ference between the experimental and estimated values of the ﬂow discharge was re- duced, but a depth increase increased this diﬀerence in all series to reach its maximum. A further ﬂow-depth increase up to 25 cm (when the compound channel behaves as a single one), the diﬀerence was reduced and, after that, it remained almost constant. The highest estimated-experimental ﬂow discharge diﬀerence was 24.4% at Series 08. 4. Conclusions In compound channels, the values of the coeﬃcients and suddenly increased and reached their maximum values after the ﬂow entered the ﬂoodplain. While the max- imum values were 1.53, 1.33 and 1.12 in series 01, 02 and 03, those of were 1.19, 1.12 and 1.05, respectively, which means that the ﬂoodplain width aﬀects both and . The maximum was always lower in an asymmetric channel (Series 06) than in symmetric ones (Series 01, 02 and 03), that of was higher than in symmetric channels with narrower ﬂoodplains (Series 03) and lower than in those with wider ﬂoodplains (Series 01 and 02). Therefore, in asymmetric channels, the value of was less aﬀected by the ﬂoodplain width, and was more aﬀected by the shear stress in the interface zone, but as for , the process was reverse. The trend of and variations had a maximum and two ascending and descending branches; in the latter case, 1 for ﬂow depths > 25 cm (D > 0:4). The estimation results of for the hydraulic ﬂow parameters such as , and the ﬂow discharge showed the high capability of the CES model in the analysis of com- pound channels; however, an increase in the ﬂoodplain width reduced the results’ accuracy. Based on the mean of error values, the CES model estimated the values of and more accurately than the ﬂow discharge, although its accuracy was acceptable for all three parameters. Before the ﬂow depth reached a bankfull stage (15 cm), the diﬀerence between the experimental and estimated values of and was nearly zero, but when the ﬂow depth increased, this diﬀerence increased too for all series (except Series 01 and 06), and reached its maximum value for a ﬂow depth 25 cm, when the compound channel behaved like a single one; the diﬀerence began to decrease with more increase in the ﬂow depth than 25 cm. Although an increase in the ﬂoodplain width increased the above-mentioned diﬀerence, the main channel wall slope had no signiﬁcant eﬀects on it. The CES model-estimated values of and were, in general, higher than the experimental ones. Before the ﬂow depth reached a bankfull stage (15 cm), the diﬀerence between the experimental and estimated values of the discharge was reduced, but a ﬂow-depth in- crease increased the diﬀerence in all series until it reached its maximum. An increase in the ﬂow depth up to 25 cm reduced this diﬀerence, but a further increase kept the 70 E. Ghanbari-Adivi diﬀerence almost constant. A comparison of the estimated and experimental values showed that the CES model overestimated the ﬂow discharge. Acknowledgments Thanking the reviewers for their thorough work and helpful comments, the author is also grateful to the Wallingford-HR Institute for providing the data for this research. The author declares that she has no known competing ﬁnancial interests or personal relationships that could have appeared to inﬂuence the work reported in this paper. This research did not receive any speciﬁc grant from the public, commercial, or not-for-proﬁt funding agencies. List of Abbreviations CES Conveyance Estimation System FCF Flood Channel Facility SKM Shino Knight Method LDM Lateral distribution method SCM Single Channel Method EDM Exchange Discharge Method EVDM Exchange vertical interface Discharge Model RANS Reynolds-averaged Navier-Stokes NRMSE Normalized Root Mean Square Error MAPE mean absolute percentage error NITR National Institute of Technology, Rourkela References Bousmar D. (2002) Flow modeling in compound channels, momentum transfer between main channel and prismatic or non-prismatic ﬂoodplains, Thesis presented for the degree of Doctor in Applied Sciences, Universities catholique de Louvain. Chow V. T. (1959) Open-channel hydraulics, [in:] Open-channel hydraulics, McGraw-Hill. Devi K., Khatua K. K. (2019) Discharge prediction in asymmetric compound channels, Journal of Hydro-environment Research, 23, 25–39. Devi K., Khuntia J. R., Khatua K. K. (2018) Depth-Averaged Velocity Distribution for Symmetric and Asymmetric Compound Channels, Proceedings of the International Conference on Microelectron- ics, Computing & Communication Systems, Springer, Singapore, 281–292. Ervine D. A., Babaeyan-Koopaei K., Sellin H. J. (2000) Two-dimensional Solution for Straight and Meandering Overbank Flows, Journal of Hydraulic Engineering, ASCE, 126 (9), 653–669. Fenton J. D. (2005) On the energy and momentum principles in hydraulics, Proc. 31st Congress IAHR, Seoul, 625–636. French R. H. (1987) Open-Channel Hydraulics, McGraw-Hill, Singapore, Second edition. Hamidifar H., Omid M. H. (2013) Floodplain vegetation contribution to velocity distribution in com- pound channels, Journal of Civil Engineering and Urbanism, 3 (6), 357–361. Compound Channel’s Cross-section Shape Eﬀects on the Kinetic Energy . . . 71 Henderon F. M. (1966) Open channel ﬂow, Macmilan Publishing Co, New York, United States of Amer- ica. Keshavarzi A., Hamidifar H. (2018) Kinetic energy and momentum correction coeﬃcients in compound open channels, Natural Hazards, 92 (3), 1859–1869. Keshavarzi A. (1993) Investigation of energy and momentum coeﬃcients in compound channels, M.Sc. thesis, University of New South Wales, Australia. Knight D. W., Shiono K., Pirt J. (1989) September. Prediction of depth mean velocity and discharge in natural rivers with overbank ﬂow, Proceedings of the International Conference on Hydraulic and Environmental Modellling of Coastal, Estuarine and River Waters, Gower Publishing, 419–428. Kolupaila S. (1956) Methods of determination of the kinetic energy factor, The Port Engineer, Calcutta, India, 5 (1), 12–18. Li D., Hager W. H. (1991) Correction coeﬃcients for uniform channel ﬂow, Canadian Journal of Civil Engineering, 18 (1), 156–158. Mohanty P. K., Khatua K. K. (2014) Estimation of discharge and its distribution in compound channels, Journal of Hydrodynamics, 26 (1), 144–154. Mohanty P. K. (2013) Flow analysis of compound channels with wide ﬂood plains Prabir (Doctoral dissertation). Mohanty P. K., Dash S. S., Khatua K. K., Patra K. C. (2012) Energy and momentum coeﬃcients for wide compound channels, River Basin Management, VII, 172, 87. Moreta P. J. M., Lopez-Querol M. S. (2017) Numerical Modeling in Flood Risk Assessment: UK Case Study, Civil Engineering Research Journal, 3 (1), DOI: 10.19080/CERJ.2017.03.555601. Nagy J., Kiss T., Feher ´ var ´ y I., Vaszkó C. (2018) Changes in Floodplain Vegetation Density and the Impact of Invasive Amorpha fruticosa on Flood Conveyance, Journal of Environmental Geography, 11 (3–4), 3–12. Parsaie A. (2016) Analyzing the distribution of momentum and energy coeﬃcients in compound open channel, Modeling Earth Systems and Environment, 2 (1), 15. Seckin G., C ¸ ¸ agata ˘ y H., C ¸ obaner M., Yurtal R. (2009a) Experimental investigation of kinetic energy and momentum correction coeﬃcients in open channels, Scientiﬁc Research and Essay, 4 (5), 473–478. Seckin G., Mamak M., Atabay S., Omran M. (2009b) Discharge estimation in compound channels with ﬁxed and mobile bed, Sadhana, 34 (6), 923–945. , La Houille Blanche, (7), 793–802. Shiono K., Knight D. W. (1988) Two-dimensional analytical solution for a compound channel, Proceed- ings of the 3rd international symposium on reﬁned ﬂow modeling and turbulence measurements, Proc. 3rd Int. Symp. on reﬁned ﬂow modeling and turbulence measurements, 503–510. Shiono K., Knight D. W. (1990) Mathematical models of ﬂow in two or multi stage straight channels, Proc. Int. Conf. on River Flood Hydraulics, Wiley New York, 229–238. Shiono K., Knight D. W. (1991) Turbulent open-channel ﬂows with variable depth across the channel, Journal of Fluid Mechanics, 222, 617–646. Singh P. K. Banerjee S. Naik B., Kumar A., Khatua K. K. (2018) Lateral distribution of depth average velocity & boundary shear stress in a gravel bed open channel ﬂow, ISH Journal of Hydraulic Engineering, 1–15.

Archives of Hydro-Engineering and Environmental Mechanics – de Gruyter

**Published: ** Dec 1, 2020

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