Hydraulic design of side weirs

Bromwich, B. C.; Rickard, C. E.; Gasowski, Y.; May, R.W.P.

doi:10.1680/hdosw.31678

Cited by 25 publications

(23 citation statements)

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“…Depending on the flow characteristics in the proximity of the side weir, the nonuniform character of the velocity distribution at the downstream end of the weir can be very pronounced. For instance, in the case of a flow in a prismatic channel with fixed bed, May et al (2003) recommended α 1 ¼ 1:15 and α 2 ¼ 1:75 without any specification about their dependence upon the side weir length. El-Kashab and Smith (1976) showed, from experiments on side weir flow, that α attains increasing values along the side weir, reaching values as high as 2.5 in the case of weir lengths to the order of 4 times the channel width and for subcritical flows.…”

Section: Assessment Of the De Marchi Hypothesismentioning

confidence: 99%

Applicability of the De Marchi Hypothesis for Side Weir Flow in the Case of Movable Beds

2012

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Side weirs are widely used hydraulic structures typically designed and studied in the case of fixed bed conditions. In the case of subcritical flows, the hydraulics of side weirs can be modelled by using the classical De Marchi hypothesis. In the present work, a generalization of this hypothesis is developed for the case of side weirs over movable beds. Experiments showing the effects and feedbacks between the spilling discharge and the bed morphodynamics are presented. The application of the experimental observations to the generalized De Marchi hypothesis clearly show that the functioning of side weirs on a movable bed can be modelled by using this hypothesis. These findings could be instrumental for the design and verification of these structures.

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Section: Assessment Of the De Marchi Hypothesismentioning

confidence: 99%

Applicability of the De Marchi Hypothesis for Side Weir Flow in the Case of Movable Beds

2012

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“…The weir is drawing water mainly from the surface layers at the upstream end, while the discharge tends to be drawn from the lower layers further downstream where the streamlines follow a spiral pattern (Neary et al 1999). The flow along the opposite channel side is affected by the lateral outflow to a lesser extent and continues within the main channel (May et al 2003). As the discharge in the main channel decreases along the weir, the flow depth varies in a way that depends on the flow regime.…”

Section: Introductionmentioning

confidence: 99%

Side Weir Flow on a Movable Bed

et al. 2016

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Side weirs are hydraulic structures widely used for flow control in rivers and canals. Whenever the water level rises above the side weir crest elevation, a fraction of the main flow is diverted so that the water discharge flowing downstream in the main channel is reduced. In movable bed channels, the lateral outflow may have significant interactions with the sediment transport processes affecting the side weir flow. The spilled discharge creates a reduction of the downstream sediment transport capacity with a consequent deposition in the side weir proximity. In addition, sediment in the main channel can be diverted into the lateral branch. To investigate these interactions, experimental data at the laboratory scale have been collected and analyzed. The increase of the spilled discharge induced by the local sediment deposition is described according to the classical De Marchi hypothesis. Furthermore, the sediment transport leaving the main channel through the lateral structure is modeled in terms of the stream power associated with the bed-shear stress. Results allow for prediction of the bed dynamics and for the development of new design criteria.

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“…서 론 측면 위어(side weir)는 수로에서 흐름의 분기를 위해 그 측면에 설치되는 수리 구조물로서 하천, 저수지, 방수로, 상·하수도 등 다양한 시설에 적용된다 (May et al, 2003;Hager, 2010). 하천에서 측면 위어의 대표적인 적용 사례 로서 하천시설 중 하천 변에 설치되는 저류지를 들 수 있 다.…”

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“…유량 계수는 측면 위어에 대한 수 리학적 해석 이론과 실험 연구를 통한 월류 공식(overflow formula)에 의해 결정되어 저류지 등의 계획과 설계에이용 되며 (Henderson, 1966;May et al, 2003;Hager, 2010), 그 개 략적인 검토를 위해 월류 공식의 채택이 가능한 1차원 부등 류 계산모형이 적용될 수 있다 (Brunner, 2010).…”

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2D Numerical Simulations for Shallow-water Flows over a Side Weir

Hwang¹

2015

Journal of Korea Water Resources Association

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It was reviewed for the 2D numerical simulations to evaluate the effects of flood control by detention basin, even if stage-discharge relationships for the side weir were not known. A 2D depth-integrated numerical model was constructed by the application of the finite volume method to the shallow water equations as a numerical method and the introduction of an approximate Riemann solver for the accurate calculation of fluxes. Results by the model were compared with those by the laboratory test for the cases of free overflow and submerged flow over a side weir between the channel and storage. The difference between simulated and measured discharge coefficients for the case of free overflow is very small. In addition, the results by simulations were in good agreement with those by experiments for the submerged flow over a side weir and its mechanism was reproduced well. Through this study the discharge coefficients of side weirs can be accurately determined by the 2D numerical model and a considerable degree of accuracy can be achieved to evaluate the effect of flood defenses by detention basins. Thus, it will be expected to apply this model practically to the plan of detention basins, the evaluation of design alternatives, or the management of the existing ones.

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Hydraulic design of side weirs

Cited by 25 publications

References 0 publications

Applicability of the De Marchi Hypothesis for Side Weir Flow in the Case of Movable Beds

Applicability of the De Marchi Hypothesis for Side Weir Flow in the Case of Movable Beds

Side Weir Flow on a Movable Bed

2D Numerical Simulations for Shallow-water Flows over a Side Weir

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