Design Procedure for Flow over Side Weirs

Uyumaz, Ali; Smith, Roger H.

doi:10.1061/(asce)0733-9437(1991)117:1(79)

Cited by 39 publications

(11 citation statements)

References 9 publications

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“…Flow in the main channel along a side weir may be subcritical or supercritical. The hydraulic characteristics of a sharp-crested rectangular side weir under subcritical flow have been studied extensively by many investigators (Allen 1957;Colling 1957;Frazer 1957;Subramanya and Awasthy 1972;Smith 1973;El-Khashab and Smith 1976;Ranga Raju et al 1979;Ramamurthy and Carballada 1980;Hager 1983Hager , 1987Uyumaz and Smith 1991;Uyumaz 1992;Singh et al 1994;Swamee et al 1994;Ghodsian 1997;Borghei et al 1999). It is obvious that almost all the investigators have studied the hydraulic characteristics of a side weir under subcritical flow, and less attention has been given to studying the behavior of supercritical flow over a side weir.…”

Section: Introductionmentioning

confidence: 99%

Supercritical flow over a rectangular side weir

Ghodsian¹

2003

Can. J. Civ. Eng.

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Side weirs are flow-diversion devices widely used in irrigation, land drainage, and urban sewage systems. Hydraulic characteristics of a sharp-crested rectangular side weir under supercritical flow have been studied in this paper. The concept of elementary discharge coefficient for supercritical flow is introduced. The elementary discharge coefficient has been related to head weir height ratio and local Froude number. Suitable equations for the elementary discharge coefficient are introduced.

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Section: Introductionmentioning

confidence: 99%

Supercritical flow over a rectangular side weir

Ghodsian¹

2003

Can. J. Civ. Eng.

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“…Side-weirs are used for water level control, diverting excess water into relief channels during floods, as storm overflows from urban sewage systems and as head regulators of distributaries. Many investigators such as Ramamurthy et al (1986), Cheong (1991), Uyumaz and Smith (1991), Sing et al (1994), Borghei et al (1999) and Muslu (2002) have been interested in the hydraulic behaviour of side-weirs over fixed bed conditions. However, there has not been sufficient investigation into the effect of side-weir flow on main flow over an alluvial channel, except for a few researchers such as Fares (1995Fares ( , 2000, Ö nen (2005) and Agaçcıoglu and Ö nen (2005).…”

Section: Ré Sumémentioning

confidence: 99%

Scour around a side‐weir at a 30° section of a 180° alluvial curved channel

Agaccioglu

Önen

Toprak

2007

Irrigation and Drainage

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Local depths of clear-water scour around side-weirs located at a 308 section of a 1808 alluvial bend have been investigated experimentally in this paper. Relations between the depth of clear-water scour as a function of time and approach flow intensity have been established. Regression analysis has been applied between the equilibrium depth of scour and the dimensionless parameters of approach flow intensity (V 1 /V c , approach flow velocity/critical velocity at the threshold conditions of bed material), water head ratio ((h 1À p)/h 1 , weir head over the side-weir/ water depth in the main channel), and weir crest height (b/p, width of main channel/side-weir crest height) at u ¼ 308. Although there is no scour when approach flow intensity is less than 0.55, the scour equilibrium depth increases almost linearly with the ratio of approach flow intensity, and the maximum value of scour depth occurs at a depth when the approach flow intensity is equal to 1.0 at the 308 section of a 1808 alluvial curved channel. The location of the maximum scour hole occurs at the downstream of side-weir sections close to the outer bank of the main channel and it moves toward the downstream direction with an increase of the dimensionless parameters of approach flow intensity as well as the water head ratio, the weir crest height and the side-weir length (L/r, length of side-weir/radius of main channel from the bend centre).

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“…The existing studies deal mainly with the application of the energy principle in the analysis of side weir flow. The flow over a side weir in a rectangular channel has been the subject of many investigations (Ackers, 1957;Agaccioglu and Yüksel, 1998;Allen, 1957;Borghei et al, 1999;Coleman and Smith, 1923;Collinge, 1957;Durga Rao and Pillai, 2008;El-Khashab and Smith, 1976;Engels, 1920;Frazer, 1957;Ghodsian, 2003;Hager, 1994Hager, , 1999Kumar and Pathak, 1987;Muslu et al, 2003;Oliveto et al, 2001;Ranga Raju et al, 1979;Subramanya and Awasthy, 1972;Tyler et al, 1929;Uyumaz and Muslu, 1985;Uyumaz and Smith, 1991). Hager (1987) discussed the fact that, when onedimensional analysis is used, the hydraulic characteristics of side weir flow causes an additional head change that may be either positive or negative, depending on the flow conditions.…”

Section: Introductionmentioning

confidence: 99%

Hydraulic performance of labyrinth side weirs using vanes or piles

Kabiri-Samani¹,

Borghei²,

Esmaili³

2011

Proceedings of the Institution of Civil Engineers - Water Manag

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In the present study, methods for improving the hydraulic performance of labyrinth side weirs in a rectangular channel are reported based on model experimentation. For this purpose different arrangements and configurations of groups of guide vane plates and piles in the side weir flow field were tested. Experiments were conducted on labyrinth side weirs of different lengths and sill heights fitted in the test section of a rectangular glass-walled channel. Depths of flow were measured in both longitudinal and crosswise directions at regular intervals and their profiles were studied. It was found that the discharge coefficient of the labyrinth side weirs under these conditions gave considerably higher values compared with that of classical simple labyrinth side weirs. Presented in the form of graphs and simplified equations, these new methods enable the designers to improve the hydraulic performance of a given labyrinth side weir. Useful guidance on the layout and construction of vanes and piles across the labyrinth side weir is illustrated and detailed information is given for proper design of these tools. Finally, reliable equations for the discharge coefficient of labyrinth side weirs with regard to the influential parameters of the guide vane plates and piles are presented. The derived expressions are in good agreement with the experimental results.

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Design Procedure for Flow over Side Weirs

Cited by 39 publications

References 9 publications

Supercritical flow over a rectangular side weir

Supercritical flow over a rectangular side weir

Scour around a side‐weir at a 30° section of a 180° alluvial curved channel

Hydraulic performance of labyrinth side weirs using vanes or piles

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