Flow Over Side Weirs in Circular Channels

Uyumaz, Ali; Muslu, Yilmaz

doi:10.1061/(asce)0733-9429(1985)111:1(144)

Cited by 71 publications

(43 citation statements)

References 5 publications

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“…was not included in Eqs. (3)- (6). Therefore, the present study also excludes the effect of ψ on C d .…”

Section: Experimental Results and Analysismentioning

confidence: 97%

“…A review of previous studies indicated that rectangular sharpcrested side weirs have been investigated extensively, including work by Ackers [1], Collings [2], Frazer [3], Subramanya and Awasthy [4], El-Khashab and Smith [5], Uyumaz and Muslu [6], Helweg [7] and, Agaccioglu and Yüksel [8]. Borghei et al [9] studied the discharge coefficient for sharp-crested side weirs in subcritical flow, and developed an equation for the discharge coefficient of sharp-crested rectangular side weirs.…”

Section: Introductionmentioning

confidence: 99%

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Discharge coefficient of a semi-elliptical side weir in subcritical flow

Kaya

Emiroğlu

Agaccioglu

2011

Flow Measurement and Instrumentation

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“…was not included in Eqs. (3)- (6). Therefore, the present study also excludes the effect of ψ on C d .…”

Section: Experimental Results and Analysismentioning

confidence: 97%

Section: Introductionmentioning

confidence: 99%

Discharge coefficient of a semi-elliptical side weir in subcritical flow

Kaya

Emiroğlu

Agaccioglu

2011

Flow Measurement and Instrumentation

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“…In addition, this shows that the side weir entrance effect does not extend as far as the centerline of the main channel, but occurs only near the weir crest. As mentioned above, most previous studies used the depth of flow at the upstream end of the side weir at the channel center due to stable flow conditions (for example, Hager 1987Hager , 1994Borghei et al 1999;Subramanya and Awasthy 1972;Singh et al 1994;Agaccioglu and Yüksel 1998;Uyumaz and Muslu 1985;Emiroglu et al 2010). Therefore, the same flow depth (h 1 ) as in the literature has been taken into account in this study.…”

Section: Experimental Results and Analysismentioning

confidence: 99%

“…A review of previous studies indicated that rectangular sharp-crested side weirs have been investigated extensively, including work by Ackers (1957), Collings (1957), Frazer (1957), Subramanya and Awasthy (1972), El-Khashab and Smith (1976), Uyumaz and Muslu (1985), Hager (1987Hager ( , 1994, Helweg (1991), Singh et al (1994), Agaccioglu and Yüksel (1998), Venutelli (2008) and Durga Rao and Pillai (2008). Borghei et al (1999) studied the discharge coefficient for sharp-crested side weirs in subcritical flow and developed an equation for the discharge coefficient of sharp-crested rectangular side weirs.…”

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confidence: 99%

Discharge Coefficient for Trapezoidal Labyrinth Side Weir in Subcritical Flow

Emiroğlu

Kaya

2010

Water Resour Manage

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The discharge coefficient of a trapezoidal labyrinth side weir is a function of the Froude number F 1 , the dimensionless effective crest length L/ , the dimensionless weir length L/B, the dimensionless weir height p/ h 1 , and the sidewall angle α. A labyrinth weir is an overflow weir, folded in plan view to provide a longer total effective length for a given overall weir width. These weirs have advantages compared to the straight overflow weir and the standard ogee crest. Previous studies on the subject have generally focused on rectangular side weirs located on a straight channel. The present study investigates the hydraulic behavior of a trapezoidal labyrinth side weir. The results show that the discharge coefficient of labyrinth side weirs gives a significantly higher coefficient value compare to that of conventional straight side weirs. Discharge coefficient of the trapezoidal labyrinth side weir is 1.5 to 5.0 times higher than the conventional straight side weir. Consequently, an equation for the coefficient of discharge is introduced. The results predicted by the equation were shown to be very satisfactory using root mean square error (RMSE), mean absolute error (MAE) and correlation coefficient (R) statistics.

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“…Uyumaz et al 7) also reported that the water head was not constant on the side weir. The mean of upstream and downstream water heads on the side weir did not produce satisfactory solutions.…”

Section: I_171mentioning

confidence: 97%

Study on Suitable Coefficient of Overflow Discharge Equation Under Pressurized Flow Condition

Nakagawa

Kawaike

et al. 2015

JJSCE B1

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The research regarding side weirs of stormwater storage systems which can be considered as effective hydraulic structure to mitigate the urban flooding and estimation of overflowing discharge over the side weir into those storage systems are significant. The De Marchi's equation seems appropriate for the open channel flow condition to understand hydraulic behavior of the side weir but there are no studies that identify its suitability under the pressurized flow condition.Hence in this study, the overflow discharge coefficient in the De Marchi's equation is evaluated for pressurized flow condition with different side weir length and height to verify the variation of discharge coefficient. The process of proposing discharge coefficient for each different side weir condition in circular channel is discussed through comparisons between experiment and simulation.

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Flow Over Side Weirs in Circular Channels

Cited by 71 publications

References 5 publications

Discharge coefficient of a semi-elliptical side weir in subcritical flow

Discharge coefficient of a semi-elliptical side weir in subcritical flow

Discharge Coefficient for Trapezoidal Labyrinth Side Weir in Subcritical Flow

Study on Suitable Coefficient of Overflow Discharge Equation Under Pressurized Flow Condition

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