https://orcid.org/0000-0001-5443-7759
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ABSTRACT
This paper reported on the free-surface wave behavior in a rectangular open-channel, induced by sluice-gate maneuvers. Numerical computations used the McCormack scheme to solve the one-dimensional extended St-Venant model embedding the Prandtl power-law momentum correction coefficient. The fundamental pulsation of the hydraulic system was inspected using the analogy with the water-hammer theory, known in pressurized-pipe flows. Different flow scenarios were reported; including the superposition between (i) downstream water-hammer maneuver and sine excitation of upstream flow depth and (ii) sinusoidal fluctuations of upstream lateral inflow and downstream flow-depth. Results highlighted that such sluice-gates maneuvers involved severe scenarios leading to significant amplifications of the depth peak and crest values above the initial value.
Disclosure statement
No potential conflict of interest was reported by the author(s).
Notation
| The following symbols are used in this paper : | = |
|
| A = | = | wetted cross-sectional area of the channel (m2) |
| T = | = | channel width (m) |
| c = | = | celerity (m/s) |
| Cr = | = | Courant number (-) |
| d = | = | flow depth measured perpendicular to the channel bed(m) |
| g = | = | acceleration due to gravity (m/s2) |
| l = | = | channel length (m) |
| m = | = | Manning roughness coefficient (s/m1/3) |
| q = | = | discharge (m3/s) |
| RH = | = | hydraulic radius(m) |
| s0 = | = | longitudinal slope of the channel bottom (m/m) |
| sf = | = | friction slope (m/m) |
| t = | = | time (s) |
| u = | = | depth-averaged velocity (m/s) |
| x = | = | abscissa measured along the channel bed (m) |
Subscripts
| 0 = initial flow condition | = | (-) |
| i = mesh index in the x-direction | = | (-) |
| k = mesh index in the t-direction | = | (-) |
| N = number of grid points | = | (-) |