Side-Weir Flow in Curved Channels

Agaccioglu, Hayrullah; Yüksel, Yalçın

doi:10.1061/(asce)0733-9437(1998)124:3(163)

Cited by 52 publications

(32 citation statements)

References 8 publications

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“…As can be seen from Figure 1, the water level rises from the upstream end of the side-weir towards the downstream end in the main channel in accordance with Equation (1) for subcritical flow conditions in the main channel. However, Subramanya and Awasthy (1972), El-Khashab (1975), Agaccioglu and Yüksel (1998) and Cosar and Agaccioglu (2004) have pointed out that the water level drops slightly at the upstream end of the sideweir due to the side-weir entrance effect. Then the water level rises rapidly from the upstream end of the side-weir towards the mid-span of the crest and the rate of rise decreases substantially.…”

Section: The Structure Of Side-weir Flowmentioning

confidence: 99%

“…After that section, it again returns towards its normal course (Choudhary and Narasimhan, 1977). Agaccioglu and Yüksel (1998) investigated whether vertical profiles of longitudinal velocity in a bend with active side-weirs are obtained along an 180 curved channel. Their result indicated that the flow characteristic in the main channel is completely lost along the side-weirs because of the lateral flow.…”

Section: The Structure Of Side-weir Flowmentioning

confidence: 99%

“…Around these hydraulic structures, scouring introduces the possibilities of a Figure 2. The location of the stagnation zone and reverse flow in a bend (Agaccioglu and Yüksel, 1998) reduction in the support given to foundations of these structures. Scour depths can be seen to depend on the properties of the bed material in the stream (grading, layering, particle shape and size, alluvial or cohesive), the foundation geometries and the properties of flow (Raudkivi, 1986).…”

Section: Local Scour Around Hydraulic Structuresmentioning

confidence: 99%

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Clear-water scour at a side-weir intersection along the bend

Agaccioglu

Önen

2005

Irrig. and Drain.

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The present study focuses on the local depth of clear-water scour at a side-weir intersection located on the curved part of an alluvial channel for each 30 angle along the bend. At the downstream end of the side-weir, a longitudinal bar in the middle of the channel and a scour hole close to the outer bank are formed because of the changes in shear stress field and velocities. The depth of clear-water scour approaches the equilibrium depth of scour asymptotically with time, depending on flow intensity. It was also found that the equilibrium depth of scour depends on the dimensionless parameters of flow intensity, flow shallowness, weir crest height, side-weir length and the angle of the bend centre. Although there is no scour for flow intensities less than 0.55, the equilibrium depth of scour increases almost linearly with an increasing of the flow intensity and attains the maximum value of scour at a depth when the dimensionless approach velocity is equal to 1.0. The equilibrium depth of scour also increases while the dimensionless parameters such as side-weir length, side-weir height and flow shallowness increase. In a curved channel, the equilibrium depth of scour has the maximum value at 30 and the minimum value at 120 and 150 sections of the bend depending on the direction of the path of maximum velocity which is affected momentum remaining in the main channel. Copyright # 2005 John Wiley & Sons, Ltd.key words: side-weir; threshold velocity; secondary circulation; clear-water scour depth; curved flow RÉ SUMÉ La présente étude est centrée sur la profondeur locale du frottement de l'eau sur une intersection de seuil latéral située sur la partie courbe d'un canal alluvial, mesurée par arcs successifs de 30 le long de la courbe. A l'aval du seuil latéral, une barre longitudinale au milieu du canal et un trou de frottement proche de la rive extérieure se forment du fait des changements de shear stress field et de vélocités. La profondeur du frottement de l'eau approche asymptotiquement avec le temps la profondeur d'équilibre du frottement, en fonction de l'intensité du débit. Il a aussi été trouvé que la profondeur d'équilibre du frottement dépend des paramètres que sont l'intensité du débit, la faible profondeur du flux, la hauteur de la crête du seuil, la longueur du seuil latéral et le rayon de courbure. Bien qu'il n'y ait pas de frottement pour les intensités de flux inférieures à 0.55, la profondeur d'équilibre du frottement augmente presque linéairement avec l'intensité du flux et la profondeur maximum du frottement qui en résulte est de 1.0. La profondeur d'équilibre du frottement augmente aussi quand les paramètres sans dimension tels que la longueur du seuil latéral, sa hauteur et la faible profondeur de flux augmentent. Dans un canal courbe, la profondeur d'équilibre du frottement atteint sa valeur maximum pour un angle 30 et sa valeur minimum pour les angles de 120 et 150 sur la courbe en fonction de la direction de vélocité maximum restant dans le canal principale.

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Section: The Structure Of Side-weir Flowmentioning

confidence: 99%

Section: The Structure Of Side-weir Flowmentioning

confidence: 99%

Section: Local Scour Around Hydraulic Structuresmentioning

confidence: 99%

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Clear-water scour at a side-weir intersection along the bend

Agaccioglu

Önen

2005

Irrig. and Drain.

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“…Hence, the intakes are the best places for sedimentation and floating trees entrance. Agaccioglu and Yuksel investigated on the sharped-crested weir discharge coefficient in different locations of a 180-degree bend [1]. Blanchet conducted a research to find the best stream diversion place in the rivers [2].…”

Section: Introductionmentioning

confidence: 99%

Numerical and Empirical Studies on the Hydraulic Conditions of 90 degree converged Bend with Intake

Ketabdar¹

2016

IJSEA

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A river's outer bank is the best place to install intake to mitigate the harmful effects of sedimentation. Flow pattern in the intake zone depends on bend geometry, intake location, and intake angle. All previous investigations on a ninety-degree channel bend are limited to studying the flow pattern in non-converged channel bends in the absence of wooden debris. Non-converged channel bends, in natural streams, convert to converged bends due to sedimentation effects. The minimum sedimentation in intake, in forest streams, can be seen in the best intake angle in converged channel bends. The experimental model has been employed to determine the best intake angle and the numerical model is used to investigate on flow regime in intake zone by Fluent. Comparing numerical results with empirical results shows that Fluent has a good capability to model flow in converged bend with intake.

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“…An equation for C d , derived from the tests and based on dimensionless parameters for a sharp crested weir located on a curved channel is given in the paper. Agaccioglu and Yuksei (1998) reported on similar but less extensive tests and a comparison is made between the C d derived then and now. The general conclusions include comments on the lateral flow, stagnation and separation effects in the bend, indicating that the point on the bend where the weir is placed is an important parameter influencing the discharge coefficient, and that the discharge coefficient of a rectangular side weir located on a bend was found to be 1 .…”

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confidence: 99%

Editorial

Stacey¹

2012

Proceedings of the Institution of Civil Engineers - Water Manag

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Side-Weir Flow in Curved Channels

Cited by 52 publications

References 8 publications

Clear-water scour at a side-weir intersection along the bend

Clear-water scour at a side-weir intersection along the bend

Numerical and Empirical Studies on the Hydraulic Conditions of 90 degree converged Bend with Intake

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