Numerical and Experimental Study of Classical
Hydraulic Jump

Retsinis, Eugene; Papanicolaou, Panayiotis

dc.contributor.author	Retsinis, Eugene
dc.contributor.author	Papanicolaou, Panayiotis
dc.date.accessioned	2022-08-29T13:44:09Z
dc.date.available	2022-08-29T13:44:09Z
dc.identifier.uri	https://dspace.lib.ntua.gr/xmlui/handle/123456789/55561
dc.identifier.uri	http://dx.doi.org/10.26240/heal.ntua.23259
dc.rights	Αναφορά Δημιουργού-Μη Εμπορική Χρήση-Όχι Παράγωγα Έργα 3.0 Ελλάδα	*
dc.rights.uri	http://creativecommons.org/licenses/by-nc-nd/3.0/gr/	*
dc.subject	Classical Hydraulic Jump	el
dc.title	Numerical and Experimental Study of Classical Hydraulic Jump	en
heal.type	journalArticle
heal.classification	Open Channel Hydraulics	en
heal.language	en
heal.access	free
heal.recordProvider	ntua	el
heal.publicationDate	2020-06-21
heal.bibliographicCitation	Eugene Retsinis and Panayiotis Papanicolaou, (2020). Numerical and Experimental Study of Classical Hydraulic Jump, Water, Special Issue: Shallow Water Equations in Hydraulics: Modeling, Numerics and Applications, MDPI, Vol. 12, Issue 6, 1766, June 2020, pp. 1-16	de
heal.abstract	The present work is an e ort to simulate numerically a classical hydraulic jump in a horizontal open channel with a rectangular cross-section, as far as the jump location and free surface elevation is concerned, and compare the results to experiments with Froude numbers in the range 2.44 to 5.38. The governing equations describing the unsteady one-dimensional rapidly varied flow have been solved with the assumption of non-hydrostatic pressure distribution. Two finite di erence schemes were used for the discretization of the mass and momentum conservation equations, along with the appropriate initial and boundary conditions. The method of specified intervals has been employed for the calculation of the velocity at the downstream boundary node. Artificial viscosity was required for damping the oscillations near the steep gradients of the jump. An iterative algorithm was used to minimize the di erence of flow depth between two successive iterations that must be less than a threshold value, for achieving steady state solution. The time interval varied in each iteration as a function of the Courant number for stability reasons. Comparison of the numerical results with experiments showed the validity of the computations. The numerical codes have been implemented in house using a Matlab® environment.	en
heal.publisher	MDPI	en
heal.journalName	Water	en
heal.journalType	peer-reviewed
heal.fullTextAvailability	false
dc.identifier.doi	https://doi.org/10.3390/w12061766	el