Hydraulic design method for turned-slope type hydraulic jump stilling basin

Abstract

The invention discloses a hydraulic design method for a turned-slope type hydraulic jump stilling basin. The hydraulic design method comprises the following steps: the first step: calculating the flowenergy ratio K according to the lockage unit discharge q at the weir crest and the water head delta zeta of upstream and downstream of the weir; the second step: when the numeric area of K ranges from 0.5 to 3.0, respectively calculating the horizontal distance Lc of a weir nappe from the tail end of an inverse arc to the cross section before jump, the height difference Zc from a base plate of the basin to the water surface before jump, the Froude number Fr1 of the jump head cross section, the Froude number Frc at the tail end of the inverse arc and the energy dissipation ratio eta of turned-slope type hydraulic jump by using formulas; and the third step: designing the turned-slope type hydraulic jump stilling basin according to all the data calculated in the second step. The hydraulic design method is simple and convenient in calculation and fairly conforms to the actual engineering design; and as for the turned-slope type hydraulic jump stilling basin designed by using the hydraulicdesign method, an auxiliary energy dissipator is not required, and the turned-slope type hydraulic jump stilling basin is simple in contour arrangement, is easy for engineering construction and is slight in downstream scouring.

Description

technical field [0001] The invention relates to a hydraulic design method for a hydraulic stilling pool, in particular to a method for a flow rate greater than 140m 3 / s large single-width flow rate, low Froude number around 1.5 Froude number, and high tail water level layout conditions for the hydraulic design method of the folding slope hydraulic stilling pool. Background technique [0002] Flood discharge and energy dissipation of overflow dams under the conditions of large single-width discharge, low Froude number, and high tail water level are often encountered problems in water conservancy and hydropower projects. Usually the way to solve the problem is to use auxiliary energy dissipators such as wide tail piers, T-shaped piers, big toe piers, and stilling beams. However, for a single width flow rate of 138 ~ 289.3m 3 / s, the water head above the weir varies from 17.0m to 27.6m, and the overflow dam whose downstream water level is above the weir crest is 6.5m to 18.1...

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Problems solved by technology

However, for a single width flow rate of 138 ~ 289.3m 3 / s, the water head above the weir varies from 17.0m to 27.6m, and the overflow dam whose downstream water level is 6.5m to 18.1m above the weir crest is beyond the applicable conditions of the aforementioned auxiliary energy dissipation in existing projects. Experimental studies have shown that the aforementioned auxiliary energy dissipators are not feasible

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