Assessment of Kinematic Wave Time of Concentration
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Abstract
There is a need for an accurate limit for the practical use of the kinematic wave form of the St. Venant equations for computing the time of concentration for sheet flow. Such a limit will help ensure accurate designs for small watersheds. The current practice of limiting the flow length in the kinematic-wave time-of-concentration equation is problematic. This paper presents and analyzes limiting criteria, including L, iL, and nL , where L is the overland flow length, i is the rainfall intensity, and S is the slope of the surface. Data reported in the literature from 59 actual and experimental watersheds are empirically analyzed. The criterion nL / appears to be the best criterion, and it results in minimum standard errors of estimate when the upper limit of nL / is 100 (English units). Theoretical routing using a range of basin slopes, roughness coefficients, and flow lengths gives an optimum limit on nL of 80 (English system). Since the empirical analysis has a more direct relationship to the application of the kinematic wave model, the upper limit of 100 on the nL / criterion is recommended for design work. When the kinematic equation is employed to compute times of concentration for given values of n and S, the length of sheet flow should be chosen such that the nL criterion does not exceed the recommended limit of 100.
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Published In
Journal of Hydraulic Engineering
Volume 121 • Issue 3 • March 1995
Pages: 256 - 266
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Copyright © 1995 American Society of Civil Engineers.
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Published online: Mar 1, 1995
Published in print: Mar 1995
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