We are using V notch for calculating the quantity of water flow through a channel.
Weirs are typically installed in open channels such as streams to determine discharge (flowrate). The basic principle is that discharge is directly related to the water depth above the crotch (bottom) of the V; this distance is called head (h). The V-notch design causes small changes in discharge to have a large change in depth allowing more accurate head measurement than with a rectangular weir.
EquationsV-notch weir
equations have become somewhat standardized. Using the Kindsvater-Shen equation, which is presented below from USBR (1997) for Q in cfs and heights in ft units. All of the references show similar curves for C and k vs. angle, but none of them provide equations for the curves. To produce automated calculations, LMNO Engineering used a curve fitting program to obtain the equations which best fit the C and k curves. Our equations are shown below. The graph shown is from our fits. If you compare it to the graphs shown in the references, it looks nearly identical which implies that our fits are very good.
C = 0.607165052 - 0.000874466963 Ø + 6.10393334x10-6 Ø2k (ft.) = 0.0144902648 - 0.00033955535 Ø + 3.29819003x10-6 Ø2 - 1.06215442x10-8 Ø3 , where Ø is the notch angle in degrees
Installation Guidelines and Equation Applicability suggests using the V-notch weir equations for the following conditions:
Head (h) should be measured at a distance of at least 4h upstream of the weir.
It doesn't matter how thick the weir is except where water flows over the weir through the "V." The weir should be between 0.03 and 0.08 inches (0.8 to 2 mm) thick in the V. If the bulk of the weir is thicker than 0.08 inch, the downstream edge of the V can be chamfered at an angle greater than 45o (60o is recommended) to achieve the desired thickness of the edges. You want to avoid having water cling to the downstream face of the weir.
Water surface downstream of the weir should be at least 0.2 ft. (6 cm) below the bottom of the V to allow a free flowing waterfall.
Measured head (h) should be greater than 0.2 ft. (6 cm) due to potential measurement error at such small heads and the fact that the nappe (waterfall) may cling to the weir.
The average width of the approach channel (B) should be > 3 ft. (91 cm).
The equations have been developed for h<1.25>
The equations have been developed for fully contracted V-notch weirs which means h/B should be <= 0.2.
The bottom of the "V" should be at least 1.5 ft. (45 cm) above the bottom of the upstream channel.
If your weir does not achieve some of the above criteria, you may have a "partially contracted V-notch weir" where h/B needs only to be <= 0.4, the bottom of the "V" only needs to be 4 inch (10 cm) above the bottom of the upstream channel, the approach channel only needs to be 2 ft. (61 cm) wide, and h can be up to 2 ft. (61 cm) instead of 1.25 ft. (38 cm). Partially contracted weirs use a different graph for C which is a function of h/P and P/B and is only valid for a notch angle of 90o. In the graph (not given) , C varies from 0.576 to 0.6; whereas, for a fully contracted 90o notch, C is 0.578 from our graph shown above.
Our calculation does not account for partially contracted weirs, but for most practical purposes the difference in C is inconsequential.
For more information see "United States Department of the InteriorBureau of Reclamation".
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COURTESY : LMNO Engineering
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