## Abstract

Logarithmic, power, and parabolic distribution laws were proven to be efficient for the prediction of vertical velocity distribution. Traditionally, the distribution formulas involve the friction velocity (*u*_{*}) and the depth (*y*) of the measurement point. The low availability of friction velocity and limitation of real water depth data hindered the promotion and comparison of the available flow velocity formulas. In this paper, we proposed a new formula structure adopting a relative flow velocity based on mean vertical velocity (*u/ū*) and dimensionless relative water depth (*y/H*). The observations showed the following. (1) The substitution of *u*_{*} and *y* with *u/ū* and *y/H* were reliable and applicable. Parabolic logarithmic and power fitting curves worked well, with an error of 7%, 10%, and 11%, respectively. (2) In water depth direction, the predicted results of the middle depth of the vertical profiles tend to be more reliable and precise. The highest estimated error appeared in the area near the water surface. (3) Higher catchment slope resulted in larger coefficients and constants in logarithmic and power fitting. (4) In the rivers with higher width-to-depth ratio, the maximum profile velocity occurred closer to the water surface, and mean profile velocity tended to happen more at the bottom.

## INTRODUCTION

A recurring problem in hydraulic or hydrological research and engineering is the estimation of vertical flow velocity distribution in open channels under varying conditions (Samani & Mazaheri 2010; Zeng & Huai 2014; Wang *et al.* 2017). Many attempts have been made to express the flow velocity distribution mathematically and distribution functions have been proposed to describe velocity under different hydraulic conditions (Wiberg & Smith 1991; Wang *et al.* 1995; Zhu & Li 2009; Wang & Huai 2016). According to the analysis, parabola line, power and logarithmic distribution lines are usually used to describe the vertical flow velocity profile. Previous studies suggested that a vertical profile from laminar flow fits the parabola line better, while vertical profiles from turbulent flow fit the logarithmic distribution law more frequently (Bowers *et al.* 2012; Campagnolo *et al.* 2013). In rivers of high width-to-depth ratio, the vertical velocity tends to show an exponential or logarithmic distribution (Chen *et al.* 1999; Bergstrom *et al.* 2001). Due to the complexity of natural river bed and river cross-section conditions, measured vertical velocity profiles frequently show mixed characteristics of two or three distribution laws.

The logarithmic distribution law or so-called law of the wall was proposed by Von Kármán (1931). He stated that the average velocity of a turbulent flow at a certain point is proportional to the logarithm of the distance from that point to the river bed or bank (Von Kármán 1931). This well-known logarithmic law for flow velocity distribution was considered to be a good approximation for the entire flow velocity profile of natural rivers and has been used widely in various turbulent shear flows over a solid surface, such as boundary layer flows, pipe flows, and open-channel flows (Cheng & Chiew 1998).

*u*is the mean point velocity, is the friction velocity defined from the wall skin friction through its relationship with the stress at the bottom (

*τ*

_{b}), (

*ρ*is the density of the flow); ,

*y*is the distance between measured point and river bed;

*y*is the height at which

_{0}*u*= 0;

*y*

_{0}*=*

*ν/*under smooth walls condition ( is the kinematic viscosity), and

*y*=

_{0}*y*under rough walls condition (

_{r}*y*is the roughness height);

_{r}*κ*is the so-called von Kármán constant and is another constant.

During the last 80 years, the logarithmic distribution law has been extensively studied by engineers and researchers. A literature review shows that *κ* is considered to cover the range of 0.35–0.45 (Zagarola & Smits 1998; He & Wang 2003; Zanoun *et al.* 2003). The constant was believed to be universal, but recent research showed that it covers a wide range from 4 to 10 (Perlin *et al.* 2005; George 2007).

Most of the *k* and discussed in the literature are based on laboratory experiments or pipe flow data. Natural rivers have not been extensively analyzed as yet. One of the reasons is the difficulty of determining friction velocity in non-uniform flow in the field because of the complexity of natural flow conditions (Wei *et al.* 2005; Alfredsson & Örlü 2012).

*c*is the constant and

*n*is the index, and the other variables are the same as in the logarithm law (Formula (1)). The applicability of different power functions was analyzed by González

*et al.*(1996). Both

*c*and

*n*are empirical constants that are determined by the specific hydraulic condition. The variation and complexity of the open flow lead to the lack of universality of the constants. The combination of

*c*= 8.74 and

*n*= 1/7 is far more common compared with other conditions (Zhang 2008). Based on the theoretical considerations, the perfect agreement between the power law and the logarithmic law requires that the product of

*k*,

*c*, and

*n*should be equal to 1/

*e*(

*e*is the base of natural logarithms) (Chen 1991). Experimental research showed that for low Reynolds numbers in open channels, the power law seems to describe the velocity distribution better than the logarithm law in the boundary layer, and the power law provides a better estimation for (Bergstrom

*et al.*2001).

*et al.*1983), which can be explained as: where

*u*is the maximum point velocity along the vertical profile,

_{m}*c*is a pending constant,

*y*is the depth of the measured point from the bottom, and

*h*is the real water depth of the profile. Observations later showed that the boundary between the inner and outer regions of the vertical flow profile, which is marked by

*y/h*, is independent of the Reynolds number of flow (Vedula & Achanta 1985). New expressions of the parabolic distribution based on Formula (3) were established and certificated in a recent study (Zhang 2008).

In addition to these three main flow velocity distribution laws discussed above, more vertical profile description formulas were established based on theoretical assumptions, such as the quadratic polynomial distribution law and rectangular cross-sectional binary velocity distribution formulas (Coleman 1973; Guo 2014). Being expressed by the deduced parameters in a complex form, these new formulas are inefficient in a wide application range because of the theoretical argument.

The logarithmic, power, and parabolic vertical velocity distribution laws mentioned in this paper involve , which is difficult to measure directly. Calculated values of based on different deduction methods were proven to be of less consistency (Zhang 2008). The absolute depths of the measured points in the logarithm law and the power law make the comparative analysis of the distribution law between different laboratory experiments and open flow data even more difficult. Consequently, the a priori Formulas (1)–(3) are with high uncertainty but widely adopted in velocity estimation. A formula involving easy-to-determine and dimensionless parameters, and despite being a posteriori from measurement, would be a good solution to the velocity estimation and the comparison among different sites. In this paper we take *u/ū* (*ū* is the mean profile velocity) and relative depth (*y/h*) as the dimensionless flow velocity and depth to search for a new distribution formula for vertical flow velocity profiles.

The objectives of the study are to analyze the vertical velocity distribution formula in natural rivers in various catchments based on the relative flow velocity and relative depth; specifically, we (1) evaluate the applicability of the three prediction curves by fitting the predicted velocity values against the real measured values from the field, (2) analyze the accuracy of the formulas at different relative depths, (3) identify where the maximum velocity and mean velocity are located in the profile and (4) discuss the value ranges of the formulas’ coefficient in three catchments.

## METHODOLOGY

### Improved structure of vertical flow velocity distribution

*et al.*2005). The three distribution laws were consequently transformed into the following forms:

where *k _{1}*,

*k*,

_{2}*k*, and

_{3}*k*are coefficients;

_{4}*n*,

*b*, and

_{1}*b*are constants, and the remaining symbols are the same as mentioned above.

_{2}### Study area and the water profiles

FlowSens (SEBA Hydrometrie, Germany), ADC (Acoustic Digital Current Meter, OTT Company, Kempten/Germany), and Acoustic Doppler Qliner (ADQ, OTT Company, Kempten/Germany) are widely accepted for use in hydrodynamic sampling (Figure 1). The measurement principle, as well as the reliability and accuracy of results of this equipment, has been verified in earlier research (Frizell & Vermeyen 2007; Muste *et al.* 2008; Wu *et al.* 2011; Song *et al.* 2012).

The FlowSens and ADQ were used as complementary to each other in the field. The FlowSens was applied in the narrow shallow rivers or streams with heavy vegetation where the ADQ was not suitable, while the ADQ was preferred for the deep and fast flowing steams (OTT 2008; SEBA 2010). All the velocity profiles in the Chinese Changjiang catchment were measured with ADC. Field campaigns were accomplished from October 2010 to December 2011 in the Upper Stör (northern Germany), Kinzig (west-central Germany) and Changjiang catchment (China) to record the vertical water profiles (Table 1). Finally, 248 water profiles were measured in order to set up and verify our assumptions in Formulas (4)–(6). The characteristics of all three catchments are shown in Figure 2.

Catchment . | Location . | Size (km^{2})
. | Landscape type . | Main river slope (%) . | Width (m) . | Depth (m) . | No.^{a}
. |
---|---|---|---|---|---|---|---|

Upper Stör | Schleswig-Holstein, Germany | 468 | Lowland | 0.22 | 10–15 | 1.5–2.5 | 140 |

Kinzig | Hesse, Germany | 1,059 | Low mountain area | 0.62 | 15–25 | 1–2 | 48 |

Changjiang | Anhui Province, China | 1,700 | Mountainous area | 1.93 | 60 | 1–1.5 | 60 |

Catchment . | Location . | Size (km^{2})
. | Landscape type . | Main river slope (%) . | Width (m) . | Depth (m) . | No.^{a}
. |
---|---|---|---|---|---|---|---|

Upper Stör | Schleswig-Holstein, Germany | 468 | Lowland | 0.22 | 10–15 | 1.5–2.5 | 140 |

Kinzig | Hesse, Germany | 1,059 | Low mountain area | 0.62 | 15–25 | 1–2 | 48 |

Changjiang | Anhui Province, China | 1,700 | Mountainous area | 1.93 | 60 | 1–1.5 | 60 |

^{a}Number of the vertical water profile measurements.

The upper Stör catchment is located in the middle of Schleswig-Holstein/Northern (Figure 2(a) and 2(b)). The area is dominated by shallow groundwater tables and glacial and glacifluvial sediments, and the landscape is mainly covered by arable land (48.1%), pasture (29.5%), and forest (9.1%) (Müller-Wohlfeil *et al.* 2000; Schmalz *et al.* 2008; Schmalz & Fohrer 2009). Stör catchment is part of the northern German lowland area and in most of the catchment the slope gradients are usually smaller than 1° in most parts of the catchment, except for the southwestern part, which has gradients of more than 3° (LVA 1995).

The Kinzig catchment lies between 15 and 80 km east of Frankfurt am Main in southeastern Hessen, Germany. The main river is 86 km long and drains a catchment of 1,059 km² (Figure 2(c) and 2(d)). The altitude of the catchment ranges from 627 m at origin down to 98 m in the Main valley (Meurer 2012). It is classified as a mid-sized fine-to-coarse substrate dominated siliceous highland river (HMUELV 2011).

The Changjiang basin is situated in the southeast of China (Figure 2(e) and 2(f)). The catchment area is 1,700 km² and the main Changjiang stream drains into Poyang Lake. The landscape in the catchment is characterized by a hilly terrain with the highest peaks at the northern and northwestern catchment borders (Strehmel 2011). The highest point of the catchment is at an altitude of 1,699 meters (m.a.s.l.) while the catchment's outlet has an altitude of 57 m.a.s.l.

## STATISTICAL ANALYSIS

### Fitting analysis of synthetic values against measured velocities

The logarithmic, power and parabolic synthetic velocities were fitted against the measured velocity of all three catchments. Coefficient of determination (R^{2}) and residual sum of squares (RSS) are representative indexes of regression quality. The cumulative probability distributions of R^{2} of every vertical profile and the relative error of every single point were adopted to test the accuracy of the prediction formulas. Finally, a comparison analysis was made between the coefficients and constants derived from each catchment to examine the complexity of the prediction formula.

#### Fitting results

Analysis of fitting results for logarithmic fitting, power curve, and parabolic curve resulted in R^{2} higher than 0.75 and RSS less than 0.18. This demonstrates that all three curves can describe the vertical distribution in a satisfying way (Table 2).

Logarithmic . | Power . | Parabolic . | ||||||
---|---|---|---|---|---|---|---|---|

. | Averaged . | CV . | . | Averaged . | CV . | . | Averaged . | CV . |

R^{2}-L | 0.77 | 0.28 | R^{2}-P1 | 0.75 | 0.29 | R^{2}-P2 | 0.78 | 0.33 |

RSS-L | 0.18 | 1.09 | RSS-P1 | 0.14 | 1.29 | RSS-P2 | 0.11 | 1.35 |

k _{1} | 0.5 | 0.55 | k _{2} | 1.47 | 0.33 | k _{3} | −1.91 | −1.1 |

k _{4} | 3.12 | 0.7 | ||||||

b _{1} | 1.28 | 0.24 | n | 0.71 | 0.63 | b _{2} | −0.11 | −5.25 |

Logarithmic . | Power . | Parabolic . | ||||||
---|---|---|---|---|---|---|---|---|

. | Averaged . | CV . | . | Averaged . | CV . | . | Averaged . | CV . |

R^{2}-L | 0.77 | 0.28 | R^{2}-P1 | 0.75 | 0.29 | R^{2}-P2 | 0.78 | 0.33 |

RSS-L | 0.18 | 1.09 | RSS-P1 | 0.14 | 1.29 | RSS-P2 | 0.11 | 1.35 |

k _{1} | 0.5 | 0.55 | k _{2} | 1.47 | 0.33 | k _{3} | −1.91 | −1.1 |

k _{4} | 3.12 | 0.7 | ||||||

b _{1} | 1.28 | 0.24 | n | 0.71 | 0.63 | b _{2} | −0.11 | −5.25 |

L, logarithmic fitting; P1, power curve; P2, parabolic curve.

The averaged R^{2} of the 248 verticals fitting with Formulas (4)–(6) tends to be convincing, although the RSS and the coefficient of variation (CV) of these fitted vertical profiles showed high variability. According to R^{2} and RSS of the fittings, the parabolic prediction showed the highest accuracy and the logarithmic fitting showed relatively higher accuracy than power fitting. Higher variability of parabolic formula parameters was indicated by the higher CV values of *k _{3}*,

*k*, and

_{4}*b*.

_{2}#### Correlation of fitted coefficients and constants

Fitting analysis revealed the high positive correlation between *k _{1}* and

*b*

_{1}_{,}and

*k*and

_{2}*n*, while

*k*is strongly and negatively correlated with

_{3}*k*(Table 3). The correlation coefficients were 0.76, 0.73, and −0.94, respectively. The strong correlations provided the possibility of expressing constants with coefficients in Formulas (4)–(6).

_{4}Correlation coefficient . | k
. _{1} | b
. _{1} | k
. _{2} | n
. | k
. _{3} | k
. _{4} | b
. _{2} | k + _{3}k + _{4}b
. _{2} |
---|---|---|---|---|---|---|---|---|

k_{1} | 1.00 | |||||||

b_{1} | 0.76 | 1.00 | ||||||

k_{2} | 0.73 | 0.70 | 1.00 | |||||

n | 0.61 | 0.16 | 0.73 | 1.00 | ||||

k_{3} | −0.22 | −0.28 | 0.20 | 0.35 | 1.00 | |||

k_{4} | 0.51 | 0.49 | 0.09 | −0.09 | − 0.94 | 1.00 | ||

b_{2} | − 0.73 | −0.40 | −0.29 | −0.35 | 0.69 | − 0.86 | 1.00 | |

k + _{3}k + _{4}b_{2} | 0.41 | 0.44 | 0.77 | 0.55 | 0.70 | −0.45 | 0.22 | 1.00 |

Correlation coefficient . | k
. _{1} | b
. _{1} | k
. _{2} | n
. | k
. _{3} | k
. _{4} | b
. _{2} | k + _{3}k + _{4}b
. _{2} |
---|---|---|---|---|---|---|---|---|

k_{1} | 1.00 | |||||||

b_{1} | 0.76 | 1.00 | ||||||

k_{2} | 0.73 | 0.70 | 1.00 | |||||

n | 0.61 | 0.16 | 0.73 | 1.00 | ||||

k_{3} | −0.22 | −0.28 | 0.20 | 0.35 | 1.00 | |||

k_{4} | 0.51 | 0.49 | 0.09 | −0.09 | − 0.94 | 1.00 | ||

b_{2} | − 0.73 | −0.40 | −0.29 | −0.35 | 0.69 | − 0.86 | 1.00 | |

k + _{3}k + _{4}b_{2} | 0.41 | 0.44 | 0.77 | 0.55 | 0.70 | −0.45 | 0.22 | 1.00 |

*Note:* the bold, italic numbers refer to the relatively higher correlation of the two parameters.

In addition, *k _{2}* is shown to be highly correlated with

*b*and the sum of parabolic coefficients and constant (

_{1}*k*

_{3}*+*

*k*

_{4}*+*

*b*), with correlation coefficients of 0.70 and 0.77, respectively (Table 3). According to Formulas (4)–(6), when

_{2}*y/h*= 1, the ratio of surface velocity to the profile averaged velocity can be expressed by

*b*,

_{1}*k*, and

_{2}*k*

_{3}*+*

*k*

_{4}*+*

*b*. Consequently, these three parameters from the same vertical profile should be approximately equal to each, which is roughly the case of our study (

_{2}*b*= 1.28,

_{1}*k*= 1.47, and

_{2}*k*

_{3}*+*

*k*

_{4}*+*

*b*= 1.1, on average). Regression analysis between

_{2}*b*,

_{1}*k*, and

_{2}*k*

_{3}*+*

*k*

_{4}*+*

*b*reveals high agreement between the three data series. As shown in Figure 3,

_{2}*k*can be expressed as

_{2}*1.11b*, with R

_{1}^{2}of 0.98, while

*k*

_{3}*+*

*k*

_{4}*+*

*b*can be expressed by

_{2}*0.82b*, with R

_{1}^{2}of 0.85.

The linear fitting between fitted coefficients and constants was done to explain their algebraic relationship (Figure 4(a)–4(c)). The R^{2} of the fitting was 0.89, 0.84, and 0.90, respectively. The regression formulas demonstrated that *b*, *n*, and *k _{4}* can be approximately expressed as

*2.25 k*,

_{1}*0.47 k*, and

_{2}*−*

*1.26 k*.

_{3}### Accuracy of the prediction at different measured water depths

#### Relative error of the single points at different depths

As is shown in Figure 5, the highest error of the logarithmic prediction formula was at the water surface area, where the real measured velocity was higher than the fitted velocity by 15%. Near the river bottom the error was ±5–10%. In the middle parts, the deviations of the fitted values from the measured values were within a range of ±5%, which reveals high quality of the logarithmic prediction especially in the middle part of the verticals.

Figure 5 also clearly shows that the errors of the power fitting were as high as −20% near the river surface and bottom. The power synthetic velocity from the river bed to around two-thirds of the water depths was about 10% lower than the real measured values. A similar phenomenon was observed near the water surface area. The measured values were higher than the fitted velocities by around 5% in the middle part of the profiles. Generally speaking, the synthetic velocity was smaller in the lower and upper water layers, while in the middle layer the fitted velocities were higher than the observations.

Although the averaged error suggested that the parabolic curve estimated the vertical velocity with the highest quality, the high estimated error at the water surface area was still as high as −10%. Apart from that, the prediction agreed well with the measured field data in the other parts of the profile.

#### Averaged absolute relative error of single points at different depths

Figure 6 displays the averaged absolute error of the synthetic point velocity to the measured point velocity at every measured point in water depth direction. The higher deviation trend in the water surface and bottom area is shown by the lines. All the averaged absolute errors were smaller than 20%, which means that the three curves performed well in the whole profile. The averaged absolute errors were 10%, 11%, and 7% for logarithmic, power, and parabolic fitting, respectively. In accordance with the results of the averaged error analysis, the highest deviation from the measured velocity appeared at the area near the water surface. The errors reached 17%, 20%, and 13% in the logarithmic, power, and parabolic prediction, respectively. Close to the river bed, absolute error of the power function was as high as 18%, and the absolute errors of logarithmic and parabolic formulas were around 10%. In the middle part of the profile, the absolute error of the logarithmic fitting ranged from 4% to 10%, while the power and parabolic fitting results deviated more than 10% from the real measured data.

### Variability of fitted parameters in different catchments

#### Logarithmic fitting

Logarithmic fitting analysis indicated that the coefficient *k _{1}* ranged from 0.25 to 1.5, and constant

*b*varied from 0.5 to 2.5 from all the fitting profiles. The box plots of

*k*and

_{1}*b*in Figure 7 revealed a similar degree of dispersion, but different value ranges in Stör, Kinzig, and Changjiang catchments. In the Stör catchment,

_{1}*k*varied from −0.4 to 1.3 with an average value of 0.37, while the

_{1}*k*value in the Kinzig catchment increased overall and reached an average value of 0.63. Compared with the condition in the Kinzig catchment, the

_{1}*k*value range of the Changjiang catchment increased and the averaged value was as high as 0.75. This implied that the vertical velocity in the Changjiang catchment tended to increase faster from the bottom to the water surface.

_{1}The constant *b _{1}* of the three catchments showed similar trends. The Changjiang catchment provided the highest value range with the average value of 1.50. The averaged

*b*and

_{1}-Kinzig*b*are 1.28 and 1.19, respectively. This demonstrated the higher surface velocity in the craggy catchment.

_{1}-Stör#### Power fitting

Figure 8 presents the box plots of the power fitted coefficients and indices. The coefficient *k _{2}* ranged from 0.4 to 3.4, while the index

*n*varied from −0.6 to 1.8, which implies a similar variability to that of the logarithmic parameters. The figure also shows that the distributions of

*k*and

_{2}*n*in the Changjiang catchment were relatively more centralized compared with those of the other two catchments. Apart from that, the increasing tendency of

*k*with the increase of the catchment slope was revealed. No noticeable difference of

_{2}*n*was discovered except for its lower dispersion in the Changjiang catchment. The averaged

*n*values in the three catchments were around 0.52 and very close to each other. The higher coefficients in the steeper catchment manifested the higher surface velocity and steeper vertical velocity profiles.

#### Parabolic fitting

The box plot of the parabolic parameters in Figure 9 shows that there is considerable scatter in the coefficients *k _{3}* and

*k*. However, in spite of this scatter, it is also readily apparent that the parameters from Kinzig catchment had the widest value ranges, while the Changjiang catchment parameters displayed the lowest dispersion. In addition to the individual parameters, the sum of

_{4}*k*,

_{3}*k*, and

_{4}*b*was further explored based on the fact that this sum is the ratio of the surface velocity to the profile averaged velocity. The increase of this sum value in Kinzig and Changjiang catchments clarifies the higher ratio between surface velocity and profile averaged velocity in mountainous catchments. This is consistent with the results of the logarithmic and power fittings.

_{2}## DISCUSSION

### Formula parameters

Parabolic fitting leads to the highest regression quality between measured and fitted data with the highest R^{2} and lowest RSS, but the higher CV of *k _{3}*,

*k*, and

_{4}*b*suggests that they are sensitive to the channel hydrological conditions, such as roughness, width-to-depth ratio, river slope, etc. The logarithm formula and power formula provided similar fitting quality, but the higher index variability in power fitting made the logarithmic formula relatively superior. It is difficult to find the unique coefficients and constants that are applicable for natural rivers within the same catchment or among the different catchments.

_{2}This is consistent with the fact that the vertical water profiles in the natural rivers demonstrate logarithmic, power, and parabolic characteristics simultaneously (Afzal 2001). Due to the complexity of geometry, boundary resistance, and other hydraulic or hydrological factors, the idea of a universal law for flows is not supported by either the theory or the data (George 2007; Huai *et al.* 2009a, 2009b). However, the high correlation between the fitted coefficients and constants provided the opportunity to establish the simplified but relatively rough formulas.

### Prediction and relative depth

All three prediction formulas worked well in the whole water profile with averaged error around ±10%. The averaged error and the averaged absolute error of the profile at the different relative depths of the profile proved that the parabolic fitting provides the best quality in describing the vertical velocity distribution, while the power fitting leads to the highest prediction errors. The quality of the logarithmic prediction was in between the power and parabolic fitting at nearly all relative depths. Earlier researchers also pointed out that parabolic fitting was most appropriate for describing the vertical water profile in natural rivers or channels (Sarma *et al.* 1983; Zhang 2008). In addition, previous studies mentioned that the verticals in wide and shallow rivers with larger width-to-depth ratio tended to display exponential or logarithmic characteristics (Chen 1991; Bergstrom *et al.* 2001). However, the rivers in our study had a relatively low width-to-depth ratio, which might explain the higher efficiency of the parabolic prediction.

### Prediction in different catchments

The fitted coefficients and constants varied in a wide range both within the same catchment and among the different catchments, which leads to inefficiency in the setup of the uniform formula. Generally speaking, the increase of the logarithmic coefficient (*k _{1}*) and constant (

*b*) with the rise of the river slope represents the steeper vertical water profiles. Although the index (

_{1}*n*) valued around 0.52 and varied slightly among different catchments, the power coefficient (

*k*) rises apparently from the lowland area to the mountainous catchment.

_{3}Despite the considerable scatter of the parabolic coefficients (*k _{3}* and

*k*), the sum of the parabolic coefficients and constants (

_{4}*b*) explained the greater increase rate of velocity from bottom to the surface of the mountainous vertical water profiles. Coincidentally, the variability of parabolic fitted coefficients and constants between different rivers was even higher according to some previous literature (Sun

_{2}*et al.*2004).

### Mean velocity, maximum velocity and relative depth

The relative depths where the maximum and mean profile velocity occur (*RD-max* and *RD-mean*) were recognized based on the measured profile velocity, and the effect of width-to-depth ratio was analyzed (Figure 10(a)). With the increase of width-to-depth ratio, the maximum velocity tended to occur at a higher relative depth, while the mean profile velocity was, on the other hand, inclined to appear on the lower part of the profile. In our study area, the averaged width-to-depth ratios of the three study areas were 10 (Upper Stör), 22 (Kinzig), and 75 (Changjiang), and *RD-max* of each was 0.71, 0.73, and 0.80, respectively (Figure 10(b)). This can be explained by the higher shear stress to the water body in the rivers with lower width-to-depth ratio. The averaged *RD-means* of the Upper Stör and Kinzig catchments were similar, 0.45 and 0.46. In Changjiang catchment, the averaged *RD-mean* was 0.38, very close to the 1/*e* (1/*e* ≈ 0.37) in the ideal profile. This seems to imply that the natural velocity profile occurs when the width-to-depth ratio is high enough. In addition, both value ranges of *RD-max* and *RD-mean* were on declining trends in rivers with high width-to-depth ratio.

The mean value of the ratio of the mean and maximum velocities of flow in a channel section is constant (Chiu & Said 1995). Here, we plot the ratio of mean velocity and maximum velocity in Figure 10(c). According to the figure, the mean velocity was around 0.72 times the maximum velocity in the Upper Stör catchment, while the fitting slope in Kinzig and Changjiang catchments was 0.70 and 0.66, respectively. Accurate estimation of mean profile velocity based on the maximum velocity, or vice versa, can be achieved.

## CONCLUSION

Based on the dimensionless relative flow velocity and relative water depth, the three vertical velocity distribution predicting formulas were set up. Empirical analysis with 248 vertical water profiles measured from a northern German lowland catchment, a low mountain catchment in southern Germany, and a mountainous catchment from China reached the following results:

- (1)
The logarithmic, power, and parabolic formulas described the vertical distribution at a precise level. The parabolic formula provided the best prediction, while the logarithmic formula tended to be slightly superior to the power formula. The substitution of

*U*and^{+}*y*in the old formulas with the relative flow velocity^{+}*u/ū*and relative depth*y/h*were proven to be reliable and applicable. - (2)
In the vertical direction, all three prediction formulas showed highest deviation in the area near the water surface. Apart from that, the predicted errors in the region near the river bed were also very high. The prediction for the middle part of the profile tended to be more reliable and precise.

- (3)
The variation of the formula coefficients and constants leads to the inefficiency in the setup of a uniform formula. The increases of the

*k*,_{1}*b*,_{1}*k*and the sum of the parabolic parameters (_{3}*k*_{3}*+**k*_{4}*+**b*) with the increase of the catchment slope represent the greater velocity increase rate from the river bottom to the surface in steeper catchments. Despite the highest fitting quality of the parabolic formula, the scatter of fitted coefficients and constants was extremely large._{2} - (4)
With the increase of the width-to-depth ratio, the maximum profile velocity occurred at higher relative depth, while the mean profile velocity tends to appear at lower relative depth.

The logarithmic, power, and parabolic formulas discussed in this study proved the high reliability of substitution with *ū* in vertical profile prediction. This then provides the opportunity to predict the whole vertical profiles with only *ū* and the water depth. Combined with the mean profile velocity horizontal distribution prediction research, the point velocity distribution model for the whole cross section can be established and the required input for the model will be the geometry of the cross section and the experienced coefficients of the river section, which would be easily estimated with some real measured data. This model would generate a velocity data field with acceptable accuracy, which can then be linked to nutrient or pollution diffusion and transmission models to improve the simulation resolution.

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