Volume 23, Issue 2 (Summer 2019)                   jwss 2019, 23(2): 87-101 | Back to browse issues page


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Monjezi R, Heidarnejad M, Masjedi A R, Pourmohammadi M H, Kamanbedast A. An Experimental Investigation into the Effect of Curve Radius on the Discharge Coefficient in Curved-Linear and Curved-Labyrinth Weirs with a Triangular Plan. jwss 2019; 23 (2) :87-101
URL: http://jstnar.iut.ac.ir/article-1-3614-en.html
2. Department of Water Science Engineering, Ahvaz Branch, Islamic Azad University, Ahvaz, Iran. , mo_he3197@yahoo.com
Abstract:   (4628 Views)
Nonlinear weirs are regarded as important hydraulic structures for water level adjustment and flow control in channels, rivers and dam reservoirs. One example of non-linear weirs is shaped as curved-zigzag. The crest axis of these weirs is non-linear. At a given width, the crest length is greater than that of the conventional linear weirs. Thus, they achieve a higher flow rate for an identical hydraulic load. This research experimentally focused on the discharge coefficient and flow rate of curved weirs with three different curve radii in two triangular linear and zigzag shapes. The discharge coefficients of these weirs were comparatively explored in terms of the hydraulic performance as a function of the total hydraulic load to weir crest height ratio (hd/P) and curvature angle (θ) (or curve radius). The results indicated that for the same hydraulic load, the increase of θ (the decrease in curve radius) led to a lower discharge coefficient; this was first because of the increased topical rise of water level, and then the more indirect path with a greater curvature through which the flow had to transport. Both factors could negatively affect the water discharge coefficient. In practice, the runoff coefficient at a weir with a curve radius of R/w=1.25 was approximately 8.5% greater than that of a weir with a curve radius of R/w=0.75 under a hydraulic load of 0.2.
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Type of Study: Research | Subject: Ggeneral
Received: 2017/11/15 | Accepted: 2018/06/9 | Published: 2019/09/1

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