In this research, the secondary current theory is used in investigating the role of phase shift angle between the secondary current and the channel axis displacement in stability analysis of a river channel. To achieve this, a small-perturbation stability analysis is developed for investigation of the role of the secondary current accompanying channel curvature in the initiation and early development of meanders in open channels. The secondary currents are generating in planes perpendicular to the primary direction of motion. The secondary currents form a helical motion in which the water in the upper part of the river is driven outward, whereas the water near the bottom is driven inward in a bend. Force-momentum equations for longitudinal and transverse direction in open channel bends were utilized. Assuming that the transverse force contributed by the bed is negligible, the pressure force associated with the transverse surface inclination is balanced by the centripetal force. Existing equations of the transverse velocity profile were analyzed. Since the magnitude of the vertical velocity is negligible compared to the transverse velocity in secondary currents, this study concentrates on the transverse velocity which is the radial component of the secondary current. This formulation leads to a linear differential equation which is solved for its orthogonal components which give the rates of meander growth and downstream migration. It is shown that instability increases with decrease in phase shift angle. Transition from straight to meandering and then from meandering to braiding occurs when phase shift angle is reduced.
[
Using depth (H)-width (B) ratio, longitudinal slope (S) and froude number (F), [
Secondary currents represent circulation of fluids around the axis of the primary flow [
angle of the secondary current from the channel axis displacement plays a critical role in determining meander pattern and stability of a river channel. Based on secondary current theory, there is no mathematical model that has been generated to classify river channels using the width-depth ratio and the phase shift angle. A small-perturbation stability analysis is developed for investigation of the role of the secondary current in the development of meanders and hence in classifying a river channel. It’s shown that river channel changes from straight to meandering and then from meandering to braiding as the phase shift angle reduces. Instability increases with decrease in phase shift angle and meander growth dominates downstream meander migration at small phase shift angle and vice versa.
A channel with a finite value of the radius of curvature is considered. The radius of curvature assumes an infinite value where the channel is straight. The analysis of flow in curved channels as presented herein is restricted to sub-critical flow with hydrostatic pressure distribution and the channel depth is assumed to be much less than the width and the radius of curvature. This is mostly observed at the lower course of a river channel. In deriving the equation of motion, a differential element of fluid in polar coordinate system is used as shown in
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transverse velocity, vertical velocity, the longitudinal slope, transverse water surface slope (Sr), transverse shear stress (τr), longitudinal shear stress (τs) and radius of curvature as follows:
For steady flow, the time derivatives and in Equations (1) and (2) can be dropped. Also second order terms, , , and can be eliminated because and are small compared with u. Substituting all these in Equation (2), yields;
Equation (3) represents fluid motion in the transverse direction. The mechanism of secondary flow development can be described by each term of Equation (3). The left-hand side in Equation (3) is longitudinal variation of transverse velocity. In the right-hand side, the first term represents centrifugal acceleration, the second term represents the transverse water-surface slope and the third term represents the turbulent shear. From Equation (3) the transverse water surface velocity, longitudinal water surface velocity and radius of curvature from centerline of the channel are related as;
[
Substituting (5) and (6) into (4), yields;
[
where m is the friction term in steady flow which is defined as;
Substituting Equation (8) into (7) and since is a function of only, it yields;
Since meander initiate in a river channel at a very large value of radius of curvature (r), the transverse slope according to Equation (6) is almost negligible and therefore the channel cross-section can be assumed to be rectangular when meander just forms in a river channel. The channel-alignment perturbation will be taken to be a migrating sinusoid as shown in
According to [
[
Substituting (11) into (13) yields;
Substituting (14) into (10) yields;
Equation (15) is linear ordinary differential equation. The solution of this equation that is periodic and independent of the initial condition is:
where
The phase shift must vary between zero and pie because the primary flow is assumed to be stronger than the secondary current. The velocity of secondary current attains maximum when the phase shift is approximately equal to. This happens when the inertial term is dominant over the friction term. The velocity of secondary current is in phase with the channel axis displacement when the phase shift is approximately equal to zero. [
Since the channel centerline is curved, the centroid of the central volume is not at mid width of the channel, but is displaced toward the concave bank, the displacement being inversely proportional to the radius of the curvature. [
They also argued that the rate of differential erosiondeposition across the channel is proportional to the rate of a fictious lateral transport of sediment from the outer to the inner bank. Therefore;
Substitution of (20) into (18) yields;
Substitution of (21) into (19) yields;
Substitution of (11) and (16) into (22) and simplifying yields:
Integrating Equation (23) and simplifying it yields;
Equation (24) is satisfied if;
Therefore Equation (24) reduces to;
Since at Equation (26) simplifies;
where
And
Equation (27) therefore simplifies to (see Equation (30) below).
The exponent in Equation (30) is positive for all k. Therefore the amplitude of the sinusoidal perturbation increases exponentially with time.
It is observed in Equation (30) that the exponent tends to zero again for k = ∞. However there is a dominant wave number for which the rate of growth is maximum. The dominant wave number for which the rate of growth is maximum is observed when. Substituting this in (28) and simplifying yields.
where
Substitution of (17) and (28) into (31) yields;
Equation (32) defines the dominant wave number. Substitution of (12) into (30) yields;
Substitution of (10) into (33) yields;
where. Since Equation (34) simplifies to;
Therefore the predicted/dominant meander wavelength as a function of dominant discharge is given by Equation (35). Substitution of (32) into (17) and then (8) yields;
Making the subject in (36) yields;
where,
Substitution of (32), into (25) and after some algebraic manipulations yields;
According to [
Equation (39) defines the migration velocity of the meander pattern which is also called the celerity (C).
Substitution of (32) into (30) and after some algebraic manipulations, equation of the amplitude of the dominant wave is obtained as follows;
Since Equation (40) simplifies to;
(41)
The foregoing analysis demonstrates that secondary currents produced by small periodic perturbations in the alignment of an otherwise straight channel can cause the amplitude of the perturbations to increase with time, and produce downstream migration of the resulting meanders. The stability analysis is linear and it’s therefore applicable only to small-amplitude meanders. It’s observed from Equation (34) that the predicted/dominant wavelength (L) at which meandering occurs is proportional to square root of the ratio of longitudinal surface velocity to bed shear velocity. This is the ratio at which meandering occurs and it therefore reduces as meandering process continues. This ratio can only be maximized if the shear velocity is minimized and longitudinal surface velocity is maximized. It is observed from Equations (39) and (41) that channel roughness increases as meandering process continues. This is in agreement with the existing theory since more alternate bars and ripples which causes an increase in roughness forms as meandering process occurs. Hence there is a need to determine the ratio of longitudinal surface velocity to shear velocity at which meandering occurs.
Several laboratory experiments have been conducted to determine the dominant wavelength (L). Based on Equation (34) the flume experimental results obtained by [
[
Hence.
Substituting the above mean in Equation (36) and taking [
Equation (43) gives the approximate predicted/dominant meander wavelength obtained from experimental flume data.
Due to errors that occur in any experiment, simulations were carried out using MATLAB version nine to determine again the ratio of at which meander forms in a river channel. Using Equation (34), Figures 4(a) and (b) were obtained for different values of channel breadth (B) and depth (H).
It’s observed from Figures 4(a) and (b) that the channel remains straight beyond point B. From B to A, meandering takes place. From A to O, braiding is observed. Meandering therefore forms in a river channel at a maximum value of being 200 and the minimum value being 100. The average value of at which meandering forms is therefore 150. Therefore river channel will remain straight when, transition from straight to meandering occurs when, meandering occurs when transition from meandering to braiding occurs when and braiding occurs when. Therefore as decreases, the channel pattern changes from straight to meandering and then from meandering to braiding. This is because of the fact that can only reduce when increases and according to [
Ur
(a)
Ur
(b)
resistance to the flow and hence deposition which leads to formation of bars that forms braiding.
The channel is expected to be straight when the phase shift is maximum. This happens when the inertial term is dominant over the friction term and the secondary current is said to have the maximum velocity near the channel axis. The secondary current is nearly in phase with the channel axis displacement if the phase shift is approximately equal to zero. Therefore meandering process is expected to start in a river channel when phase shift angle decreases from towards zero. This is why downstream migration is dominant when meandering starts in a river channel. As phase shift reduces towards zero, meander growth is dominant.
Based on Equation (37) simulations were done using MATLAB version nine to determine the value of the phase shift at which meandering occurs.
Comparing the results shown in
It’s therefore observed from
Therefore the dominant/predicted meander wavelength occurs when phase shift ranges between 1.53 to 1.55.
Hw
Therefore the predicted phase shift ranges between 1.53 to 1.55. This is in agreement with [
The phase shift between the secondary current and the channel axis displacement were calculated and used to distinguish between braiding, meandering and straight patterns of the river channel. It’s observed that river channel changes from straight to meandering and then from meandering to braiding as the phase shift angle reduces. This is because of the fact that the resistance that the secondary current causes on the primary flow increases with decrease in phase shift angle and hence causing more deposition which leads to braiding. Instability was observed to increase with decrease in phase shift angle. This is due to the fact that secondary currents are more directed on the river banks and hence causing more erosion on the concave bank and more deposition on the convex bank at small phase shift angle. Meander growth dominates downstream meander migration at small phase shift angle and vice versa. It was also noted that channel changes from straight to meandering and then from meandering to braiding takes place as the ratio of longitudinal surface velocity to bottom shear velocity reduces. This is due to the fact that the reduction in the ratio is caused by an increase in bottom shear velocity which implies that there’s an increase in channel roughness. Increase in channel roughness causes an increase in resistance to the flow and hence causing more deposition to take place which leads to the formation of bars that result to braiding. According to this research meander is initiated in a river channel when secondary flow is generated. Therefore any factor that triggers the formation of secondary currents will have a major contribution in interfering with the stability of a river channel. Some of these factors are: i) change in slope; ii) change in channel width; and iii) formation of ripples among others. It’s therefore noted that phase shift angle and the ratio of longitudinal surface velocity to bottom shear velocity play a major role in determining the stability and the pattern of a river channel. The theory developed has provided a hydrodynamic explanation of meandering process.
b: Channel half-width F: Froude number f: Darch-Weisbach friction factor H: Average water depth HW: Depth-width ratio k: Wave number L: Meander wavelength n: Manning’s roughness coefficient Q: Discharge Qd: Dominant discharge Ql: Lateral discharge R: Hydraulic radius
: Depth-averaged longitudinal velocity
: Shear velocity at the bottom
α: Von Karman constant
: Positive dimensionless constant
: Local displacement of Control volume of length ds.
x: Coordinate distance along the unperturbed channel axis