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Order of appearence	Full citation	SRCosmos Link
1	Daniil EI, Bouklis GD, Lazaridou PL, Lazaridis LS, (2000), Integrated Approach for Environmental Flood Protection for northern suburbs of Athens, Greece. Building Partnerships, ASCE, Proc. of the 2000 Joint Conf. on Water Resources on CD, Minneapolis, MN, USA.
2	Lazaridou PL, Daniil EI, Michas SN, Papanicolaou PN, Lazarides LS, (2004), Integrated environmental and hydraulic design of Xerias river, Corinthos, Greece, training works, Water, Air, Pollution: Focus/Protection and restoration of the environment, Kluwer Academic.
3	Wimgosta M, Burges S, (2001), Land use and watersheds: Human influence on hydrology and geomorphology in urban and forest areas, Water Science and Application Series, Vol. 2, AGU.
4	Daniil EI, Michas S, Bouklis G, Lazaridou PL, Lazarides LS, (2004), Flood management and control in an urban environment - Diakoniaris case study, Riverflow 2004, Proceedings of the Second Int. Conf. on Fluvial Hydraulics, Vol. 2, pp. 1411-1420, M. Greco et al (eds), A.A. Balkema Publishers.
5	Daniil EI, Lazarides LS, (2003), Designer’s concerns on the effect of rainfall distribution on dam and diversion works sizing, IAHR XXX Congress, Thessaloniki, Greece, 24-29 August 2003, Theme B: 95-102.
6	IAHS (2003), IAHS Decade on Predictions in Ungauged Basins (PUB): 2003-2012, PUB Science and Implementation Plan.
7	Chow VT, Maidment DR, Mays LW, (1988), Applied Hydrology, McGraw-Hill.
8	Huff FA, (1967). Time distribution of rainfall in heavy storms. 1967. Water Resources Research, 3(4), 1007-1019.
9	Levy B, Mc-Cuen R, (1999), Assessment of Storm Duration for Hydrologic Design, J. Hydrologic Eng. 4(3): 209-213.
10	Packman JC, Kidd CHR, (1980), A logical approach to the design storm concept. Water Resour. Res. 16(6): 994-1000.
11	Koutsoyiannis D, Kozonis D, Manetas A, (1998), A mathematical framework for studying rainfall intensity - duration - frequency relationships, J. of Hydrology, 206, 118-135.
12	Koutsoyiannis D, Baloutsos G, (2000), Analysis of a long record of annual maximum rainfall in Athens, Greece and design rainfall inferences, Natural Hazards, 29, 29-48.
13	US Department of the Interior, Bureau of Reclamation, Design of Small Dams, 3rd edition, US Government Printing Office, Denver, CO, 1987.
14	US Army Corps of Engineers, Hydrologic Engineering Center. 2000. Hydrologic Modeling System, HEC-HMS, Technical Reference.
15	Daniil EI, Lazaridis LS, (2005), Practical issues in hydrologic modeling for flood management of watercourses running through urban environments in Greece, Watershed 2005 Management Conference, ASCE, July 2005, Williamburg, Virginia.
16	Hotchkiss RH, Mccallum BE, (1995), Peak discharge for small agricultural watersheds. J. of Hydraulic Engineering, 121(1), 36-48.
17	Moglen GE, Hartman GL, (2001), Resolution effects on hydrological modeling parameters and peak discharge. J. Hydrologic Engineering, 6(6), 490-497.
18	Hill AJ, Neary VS, (2005), Factors Affecting Estimates of Average Watershed Slope, J. Hydrologic Engineering, 10(2), 133-140.
19	Daniil EI, Michas SN, (2005), Discussion of “Factors Affecting Estimates of Average Watershed Slope” by A.J. Hill and V.S. Neary, J. of Hydrologic Eng., ASCE (in press).
20	Calabro PS, (2004) Design Storms and Water Quality Control, J. Hydrol. Eng., 9(1), 28-34.
21	Xiong Y, Melching CS, (2005), Comparison of Kinematic - Wave and Nonlinear Reservoir Routing of Urban Watershed Runoff. J. of Hydrologic Eng. 10(1), 39-49.
22	Singh VJ, Woolhiser W, (2002), Mathematical Modeling of Watershed Hydrology, J. Hydrologic Eng., 7(4), 270-292.

Keywords	Design discharge, flood management, ungauged basin, HEC-HMS, rainfall distribution.
Abstract	All stormwater management projects in Greece are required to get environmental permit before construction. The design return period is often determined by the environmental permit. Determination of design discharges is an important parameter for the design. Design discharge for a given return period is not uniquely defined and may vary considerably depending on the selection of the parameters and methodologies involved. Using a rainfall height distribution that tends to maximize the peak discharge (worst profile distribution) in essence corresponds to a lower probability of occurrence that is not quantified at present. There are publications, based on data from the US and UK that show that center-loaded storms are appropriate for design of stormwater systems. In this paper a test case study is presented. Possible variation of the estimated flood peak that can result from variation of rainfall distribution of given total height and duration is shown. Comparisons are shown between the rational method, hydrographs based on the ones given in Design of Small Dams and also with modeling with the HEC-HMS system using SCS hydrographs. Results from the HEC-HMS modeling include variation of the rainfall peak location, use of two different idf curves and SCS - Type I storm. It is seen that the same discharge value can be derived from different storm durations or different return periods depending on the rainfall distribution. Another interesting unresolved matter is the size of sub basins that should be included in modeling of hydrographs as the processes involved are not linear and the computed results may vary. It is proposed that hydrologic modeling is used including a considerable part of the drainage system of a basin and different “scenarios” of rainfall distribution and rainfall duration are used to get a feeling of the possible variations of the T-year return flood that the environmental permit describes, before more strict guidelines are adopted.
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Name	Affiliation	Home page	e-mail	Total pubs
Daniil ΕΙ	Hydroexigiantiki, Evias 3, 15125 Maroussi, Greece		edaniil@hydroex.gr	2
Lazaridis LS	Hydroexigiantiki, Evias 3, 15125 Maroussi, Greece			4
Michas SN	Hydroexigiantiki, Evias 3, 15125 Marousi, Greece		smichas@hydroex.gr	7