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Numerical Investigation of Geometric Parameters Effect of the Labyrinth Weir on the Discharge Coefficient | ||
| Journal of Rehabilitation in Civil Engineering | ||
| مقاله 1، دوره 6، شماره 1 - شماره پیاپی 11، اردیبهشت 2018، صفحه 1-9 اصل مقاله (1.05 M) | ||
| نوع مقاله: Research Note | ||
| شناسه دیجیتال (DOI): 10.22075/jrce.2017.11428.1188 | ||
| نویسندگان | ||
| Somayeh Emami* ؛ Hadi Arvanaghi؛ Javad Parsa | ||
| Water Engineering Department, Faculty of Agriculture, University of Tabriz, Tabriz, Iran | ||
| تاریخ دریافت: 02 خرداد 1396، تاریخ بازنگری: 15 تیر 1396، تاریخ پذیرش: 18 تیر 1396 | ||
| چکیده | ||
| Weirs, as overflow structures, are extensively applied for the measurement of flow, its diversion, and control in the open canals. Labyrinth weir as a result of more effective length than conventional weirs allows passing more discharge in narrow canals. Determination of the design criteria for the practical application of these weirs needs more examination. Weir angle and its position relative to the flow direction are the most effective parameters on the discharge coefficient. In this article, Fluent software was applied as a virtual laboratory, and extensive experiments were carried out to survey the effect of geometry on the labyrinth weir discharge coefficient. The variables were the height of weir, the angle of the weir, and the discharge. The discharge coefficients acquired from these experiments were then compared with the corresponding values obtained from the usual rectangular sharp-crested weir experiments. Comparison of the results indicated that in all cases with different vertex angle, flow discharge coefficients are in a satisfactory range for relative effective head less than 0.3. The discharge coefficient is reduced for relative effective head more than 0.3 due to the collision of water napes. It revealed that the higher the weir, the more discharge capacity. As a result, the labyrinth weirs have a better performance in comparison with the common sharp-crested. | ||
| کلیدواژه‌ها | ||
| Labyrinth Weir؛ Discharge Coefficient؛ Computational fluid dynamics؛ Fluent | ||
| مراجع | ||
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[1] Hirt, C. W. and Nichols, B. D. (1981). “Volume of Fluid (VOF) Method for the Dynamics of Free 274 Boundaries”, Journal of Comput. Phys, Vol. 39(1), pp. 201-225. [2] Kumar, S., Ahmad,Z., Mansoor,T and Himanshu,S. K.(2013). “A New Approach to analyze the flow over sharp crested curved plan form weir.” International Journal of Recent Technology and Enginnering (IJRTE), Vol. 2,pp. 2277-3878. [3] Hay, N., Taylor, G. (1970). “Performance and design of labyrinth weirs.” ASCE, Journal of Hydraulics Division, Vol. 96(11), pp. 2337–57. [4] Crookston B. M., Paxson, G. S. and Savage, B. M. (2012). “Hydraulic performance of labyrinth weirs for high headwater ratios.4th IAHR”. International Symposium on Hydraulic Structures, Porto, Portugal, pp. 1–8. [5] Shaghaghian R. S., Sharif, M. T. (2015). “Numerical modeling of sharp-crested triangular plan form weirs using FLUENT.” Indian Journal of Science and Technology, Vol. 8(34), DOI: 10.17485/ijst/2015/v8i34/78200. [6] Emiroglu, M. E., Kisi, O. (2013). “Prediction of discharge coefficient for trapezoidal labyrinth side weir using a neuro-fuzzy approach.” Water Resources Management, Vol. 27(5), pp. 1473-1488. [7] Seamons, T. R. (2014). “LabyrinthWeir: A look into geometric variation and its effect on efficiency and design method predictions.” M. S. thesis, Utah State University, Logan, UT. [8] Roushangar, K., Alami, M. T., MajediAsl, M. and Shiri, J. (2017). “Modeling discharge coefficient of normal and inverted orientation labyrinth weirs using machine learning techniques.” ISH Journal of hydraulic engineering. Homepages://www.tandfonline.com/loi/tish20. [9] Roushangar, K., Alami, M.T., Shiri, J. and MajediAsl, M. (2017). “Determining discharge coefficient of labyrinth and arced labyrinth weirs using support vector machine.” Journal of Hydrology Research, Available Online: 2017 Mar, nh2017214; DOI: 10.2166/nh. 2017.214. [10] Papageorgakis G. C., Assanis, D. N. (1999). “Comparison of linear and nonlinear RNG-based models for incompressible turbulent flows.” Journal of Numerical Heat Transfer, University of Michigan, Vol. 35, pp. 1-22. [11] Wilcox., David, C. (2006).“Turbulence Modeling for CFD.” DCW Industries, Inc., La Canada, CA, 270 USA. [12] Zahraeifard, V. and Talebeydokhti, N. (2012). “Numerical Simulation of Turbulent Flow over Labyrinth Spillways/Weirs.” International Journal of Science and Tecnology, Vol. 22(5), pp.1734-1741. [13] Anoymous. (2006). “Fluent 6.3 User’s Guide. Chap. 23. Fluent Incorporated.” Lebanon. [14] Danish Hydraulic Institute website (DHI)<http://ballastwater.dhigroup.com/ 268 /media/publications/news/2009/0705 9ns3.pdf>. (Visited Aug. 17, 2010). [15] Savage, B. M., Frizell, K. and Crowder, J. (2004). “Brains versus Brawn: The Changing World of 265 Hydraulic Model Studies”. Proc. of the ASDSO Annual Conference, Phoenix, AZ, USA 266. | ||
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