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Hydrology and Earth System Sciences An interactive open-access journal of the European Geosciences Union
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Volume 14, issue 12
Hydrol. Earth Syst. Sci., 14, 2495–2505, 2010
https://doi.org/10.5194/hess-14-2495-2010
© Author(s) 2010. This work is distributed under
the Creative Commons Attribution 3.0 License.

Special issue: Advances in statistical hydrology

Hydrol. Earth Syst. Sci., 14, 2495–2505, 2010
https://doi.org/10.5194/hess-14-2495-2010
© Author(s) 2010. This work is distributed under
the Creative Commons Attribution 3.0 License.

Research article 10 Dec 2010

Research article | 10 Dec 2010

Design flood hydrographs from the relationship between flood peak and volume

L. Mediero1, A. Jiménez-Álvarez2, and L. Garrote1 L. Mediero et al.
  • 1Department of Civil Engineering: Hydraulics and Energetics, Technical University of Madrid, Spain
  • 2Centre for Hydrographic Studies of CEDEX, Madrid, Spain

Abstract. Hydrological frequency analyses are usually focused on flood peaks. Flood volumes and durations have not been studied as extensively, although there are many practical situations, such as when designing a dam, in which the full hydrograph is of interest. A flood hydrograph may be described by a multivariate function of the peak, volume and duration. Most standard bivariate and trivariate functions do not produce univariate three-parameter functions as marginal distributions, however, three-parameter functions are required to fit highly skewed data, such as flood peak and flood volume series. In this paper, the relationship between flood peak and hydrograph volume is analysed to overcome this problem. A Monte Carlo experiment was conducted to generate an ensemble of hydrographs that maintain the statistical properties of marginal distributions of the peaks, volumes and durations. This ensemble can be applied to determine the Design Flood Hydrograph (DFH) for a reservoir, which is not a unique hydrograph, but rather a curve in the peak-volume space. All hydrographs on that curve have the same return period, which can be understood as the inverse of the probability to exceed a certain water level in the reservoir in any given year. The procedure can also be applied to design the length of the spillway crest in terms of the risk of exceeding a given water level in the reservoir.

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