Results 91 to 100 of about 296 (136)
Free overfall from circular channels with flat base
Journal of Hydraulic Research/De Recherches Hydrauliques, 2005 This paper presents a comparative study between the results obtained from the mathematical model and the experimental data of free overfall in circular channels (with and without flat base), following statistical and error analyses of data to ascertain ...
Subhasish Dey
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A Study on Interaction between Overfall Types and Scour at Bridge Piers with a Moving-Bed Experiment
Water (Switzerland), 2021 River slopes can be changed due to an extreme event, e.g., a large-scale earthquake. This can uplift a riverbed greatly and thereby change the behavior of the river flow into a free or submerged overfall.
Wei-Lin Lee, Chih-Wei Lu
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Journal of Hydraulic Research/De Recherches Hydrauliques, 1993
The phenomenon of the free overfall, experimentally investigated since the pioneering work of H. Rouse (1933) but not enough known analytically, is studied here assuming the steady flow to be two-dimensional, irrotational and frictionless and accounting for the presence of two free curvilinear boundaries.
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The phenomenon of the free overfall, experimentally investigated since the pioneering work of H. Rouse (1933) but not enough known analytically, is studied here assuming the steady flow to be two-dimensional, irrotational and frictionless and accounting for the presence of two free curvilinear boundaries.
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Characteristics Of The Rectangular Free Overfall
Journal of Hydraulic Research/De Recherches Hydrauliques, 1968(1968). Characteristics Of The Rectangular Free Overfall. Journal of Hydraulic Research: Vol. 6, No. 3, pp. 233-258.
N Rajaratnam, D Muralidhar
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Journal of the Hydraulics Division, 1968
For the horizontal rectangular free overfall, in 1936 Rouse found that the end depth, y e , is equal to 0.715 times the critical depth, y c . Later Delleur, Dooge, and Gent found that, in general, y e /y c is a function mainly of the relative slope, S o /S c , in which S o = the bed slope, and S c = the critical slope.
Nallamuthu Rajaratnam +1 more
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For the horizontal rectangular free overfall, in 1936 Rouse found that the end depth, y e , is equal to 0.715 times the critical depth, y c . Later Delleur, Dooge, and Gent found that, in general, y e /y c is a function mainly of the relative slope, S o /S c , in which S o = the bed slope, and S c = the critical slope.
Nallamuthu Rajaratnam +1 more
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DISCHARGE PREDICTION AT FREE OVERFALLS
ISH Journal of Hydraulic Engineering, 2001ABSTRACT The paper presents a discharge predictor based on known brink depth at free overfalls irrespective of the channel geometry. The brink-discharge relations proposed in the present study enable the estimation of discharge with a reasonable degree of accuracy.
P. Mallikarjuna, P. Munireddy
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FLOW MEASUREMENTS WITH TRAPEZOIDAL FREE OVERFALL
ISH Journal of Hydraulic Engineering, 2001ABSTRACT A quasi-theoretical end-depth-discharge (EDD) relationship for free overfall in trapezoidal channels for negative, zero and mild bed slopes is presented in this paper. The theoretical procedure applied to compute the discharge over a weir is applied to free overfall to get EDD relationship.
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Free-Vortex Theory Applied to Free Overfalls
Journal of the Hydraulics Division, 1972When the flow from an open channel is discharged freely into the air, the depth at the brink can be often closely correlated with the flow rate. Free-vortex velocity distribution and curvature are used to simulate the flow at the brink of smooth horizontal channels of various cross sections.
Kamil H. M. Ali, Ann Sykes
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Flow Measurement with Trapezoidal Free Overfall
Journal of Irrigation and Drainage Engineering, 1989The trapezoidal free overfall is analyzed by the onedimensional momentum equation, including an assumed pressure distribution at the brink.
Robert J. Keller, Soon S. Fong
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