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5 11th International Conference on Urban Drainage, Edinburgh, Scotland, UK, 2008 The following Figure 4 shows the sub-watersheds with its collectors of the Valle Atemajac watershed. It is one of the most important watersheds of the zone of Study. Figure 4. Collectors with its sub-watersheds of the Atemajac Valley Watershed Capacity of urban drainage system Because of the lack of statistical data of rainfall and runoff, it is necessary to use empirical methods. In Guadalajara traditionally has been used for many years the empirical formula of McMath this formula can be found in drainage structure books such as the Handbook of Steel Drainage and Highway Construction Products (American Iron and Steel Institute 1971): Q = I K S0.2 A 0.8 This formula relates the design discharge (Q) m3/s with precipitation intensity (I) for ordinary or maximum extraordinary storms for 5, 10, 20 o 50 years of return period expressed on mm/h; runoff coefficient (K); average slope of sub-basin (S); and the area of the subwatersheds in hectares (A). The value (I) for Guadalajara is 51 mm/h. for maximum storms of 5 year of return period. For runoff coefficient is taken the value of 0.4 in sixties and for today is taken.90. The value (S) is 10 over 1000, in other words it descend 10 m per 1000 m of length. According to McMath formula and the values for Guadalajara the calculation for sixties was: A = 31,525 hectares I = 51 mm/h K = 0.45 J. Arthur Gleason. 5

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