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tions; rather, Eq.
2
can be more reliable for prediction purposes. Also, five numerical
solutions that include different operating conditions in two spillways with similar
design but different dimensions can be enough to improve the accuracy of a spillway
water fall profile.
References
Arreguin F (2000) Obras de Excedencia. IMTA Editorial, México, p 267
Chakib B (2013) Numerical computation of inception point location for flat-sloped stepped spillway.
Int J Hydraul Eng 2(3):47-52
Ferrari A (2010) SPH simulation of free surface flow over a sharp-crested weir. Adv Water Resour
33:270-276
Fluent (2013) Fluent user's guide. ANSYS Inc, Canonsburg
Hirt CW, Cook JL, Butler TD (1970) A Lagrangian method for calculating the dynamics of an
incompressible fluid with free surface. J Compt Phys 5:103-124
Iniguez-Covarrubias M, Ojeda W, Mercado R (2012) Vertedores de Caida Libre en Presas y las
Estructuras de Control de Nivel en Canales. XXII Congreso Nacional de Hidraulica. Acapulco,
Guerrero, México. Nov, 5th-9th
Mercado JR, Guido P, Ojeda W, Sánchez-Sesma J (2013) Water profile over an Ogee-shaped crest
and the Reynolds fractional equations. J Math Syst Sci 1:1-6
Mohammadpour R, Ghani AA, Azamathulla HM (2013) Numerical modeling of 3-D flow on porous
broad crested weirs. Appl Math Model 37:9324-9337
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