Technical Notes
Dec 14, 2011

Detention Storage over 2D Laboratory Watersheds at Concentration Time

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Publication: Journal of Hydrologic Engineering
Volume 17, Issue 9

Abstract

Water balances, for two-dimensional (2D) laboratory experiments with long-duration rainfalls over planar aluminum surfaces, indicate that at time of concentration the detention storage comprises about 70% of the accumulating inflow. Under the applied experimental conditions, its spatially averaged depth is 1 to 6 mm. This depth increases with rainfall intensity and decreases with main watershed slope. The time of concentration is defined here from rainfall commencement until the outflow begins a gradual approach towards the equilibrium state. It was shown, in an earlier paper, that the ratio of peak runoff discharge to rate of supply attributable to rainfall of a shorter duration is linearly related to the ratio of rainfall duration to time of concentration. Such a relation led to the formulation of the 120-year-old Rational Formula, commonly used for hydrologic design of populous districts. The similarity between laboratory and field results allows considering the detention depths in the laboratory as fairly representing the depths over outdoor impervious surfaces.

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Acknowledgments

This article stems from a study supported by NSF Grants GP-1464 and GK-1155. Dr. Fred Ogden, while at Connecticut, transformed the relevant hydrographs from a hard copy printout into an electronic medium. Three reviewers contributed to the quality of the paper.

References

Ben-Zvi, A. (1970). “On the relationship between rainfall and surface runoff on laboratory watersheds.” Ph.D. thesis, CE Dept., Univ. Of Illinois, Urbana, IL.
Ben-Zvi, A. (1984). “Runoff peaks from two-dimensional laboratory watersheds.” J. Hydrol., 68(1–4), 115–139.
Chow, V. T., and Ben-Zvi, A. (1973). “Hydrodynamic modeling of two-dimensional watershed flow.” J. Hydraul. Div. Proc. ASCE, 99(11), 2023–2040.
Fang, X., Thompson, D. B., Cleveland, T. G., Pradhan, P., and Malla, R. (2008). “Time of concentration estimated using watershed parameters determined by automated and manual methods.” J. Irrig. Drain. Eng., 134(2), 202–211,.
Kuichling, E. (1889). “The relation between the rainfall and the discharge of sewers in populous districts.” Transactions of the American Society of Civil Engineers, 20, 1–56.
McCuen, R. H., and Spiess, J. M. (1995). “Assessment of kinematic wave time of concentration.” J. Hydraul. Eng., 121(3), 256–266.
McCuen, R. H., Wong, S. L., and Rawls, W. J. (1984). “Estimating urban time of concentration.” J. Hydraul. Eng., 110(7), 887–904.
Wong, T. S. W. (2009). “Evolution of kinematic wave time of concentration formulas for overland flow.” J. Hydrol. Eng., 14(7), 739–744,.
Yu, Y. S., and McNown, J. S. (1964). “Runoff from impervious surfaces.” J. Hydraul. Res., 2(1), 3–23.

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Information

Published In

Go to Journal of Hydrologic Engineering
Journal of Hydrologic Engineering
Volume 17Issue 9September 2012
Pages: 1053 - 1057

History

Received: Apr 23, 2011
Accepted: Dec 12, 2011
Published online: Dec 14, 2011
Published in print: Sep 1, 2012

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Authors

Affiliations

Arie Ben-Zvi [email protected]
F.ASCE
Adjunct Professor, Sami Shamoon College of Engineering, Basel & Byalik Streets, Beer Sheva, Israel. E-mail: [email protected]; and Volunteer Hydrologist, Israel Hydrological Service, PO Box 91360, Jerusalem, Israel.

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