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Airport Drainage
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FIGURE 9-8
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Standard supply curves, 08 and 10 in/h (Corps of Engineers)
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for the pavement is n = 002, and for the turfed area n = 040 The drainage areas, retardance coefficients (referred to as roughness factors), and actual effective lengths L are shown in Table 9-6 Values of L and S were obtained from a grading plan of the area The equivalent
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FIGURE 9-9
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Standard supply curves, 16 and 18 in/h (Corps of Engineers)
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Ls are obtained from Fig 9-10 Column 14, labeled adopted for selecting diagrams, designates the nearest whole number which can be identified on the supply curves (Figs 9-8 and 9-9) The standard supply curve to be used for the example is obtained by weighting the supply curves for the paved and turfed areas For example, for inlet 4,
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FIGURE 9-10 Modi cation in L required to compensate for difference in n and S (Corps of Engineers)
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FIGURE 9-11 Portion of airport showing drainage layout (Corps of Engineers)
the paved area is 597 acres and the supply curve is 20 in/h; the turfed area is 2681 acres and the supply curve is 15 in/h The weighted supply curve is equal to 5 97(2) + 26 81(1 5) = 16 5 97 + 26 81 In columns 20 and 21, the critical inlet time tc (the time that will produce the maximum discharge) and the corresponding rates of runoff are listed These values are obtained from Fig 9-9 In columns 23 and 24, additional rates of runoff for arbitrarily selected times are listed This is done to facilitate computation for various times of concentration for the several points along a drainage system The next step is to compute the volumes of runoff into inlets 4, 3, and 2 The computations are shown in Table 9-7 Obviously the duration of a storm necessary to provide the maximum rate of runoff into inlet 4 is equal to 24 min The pipe from inlet 4 to inlet 3 is designed for a storm of this duration At inlet 3 the time of concentration is 24 min plus the flow time in the pipe from inlet 4 to inlet 3 (92 min) The pipe from inlet 3 to inlet 2 would be designed for a storm of 332-min duration Enter Fig 9-9 (supply curves 16) with 33 min as the abscissa, and read the rates of runoff for effective lengths L of 280 ft (inlet 3) and 330 ft (inlet 4) Multiply these rates by their respective drainage areas According to the computations at inlet 3, the area directly tributary to it contributes 625 ft3/s, and the area tributary to inlet 4 contributes 590 ft3/s Thus the pipe from inlet 3 to inlet 2 should be designed for a capacity of 590 + 625 = 1215 ft3/s The same process would be repeated for the design of the pipe from inlet 2 to the outlet It should be emphasized that the duration of the storm for the analysis of a particular point along the drainage system always corresponds to the time of concentration above this point Had the inlet
Airport Drainage
time tc for the area directly tributary to inlet 3 been larger than the sum of the inlet time for the area tributary to inlet 4 plus the flow time to inlet 3, the former would have established the duration of the storm for the design of the pipe from inlet 3 to inlet 2
Typical Example Ponding
If ponding is permissible, the first step is to establish the limits of the ponding area From a grading and drainage plan, the volumes in the various ponds can be computed These volumes are then expressed in terms of cubic feet per acre of drainage area, as shown in column 9 of Table 9-8 The actual and equivalent L values are determined in the same manner as for the case of no ponding, with one exception The actual L is measured to the mean edge of the pond rather than to the drain inlet The actual and equivalent effective lengths are listed in columns 12 and 13 The Corps of Engineers has developed charts which yield drain inlet capacities to prevent ponds from exceeding certain specified volumes Typical charts are shown in Figs 9-12 and 9-13 The volumes are computed for various supply curves (Fig 9-2), assuming the slope of the basins forming the drainage areas is 1 percent The supply curves represent the intensity-duration pattern for storms whose 1-h intensities correspond to the supply curve numbers The volumes of runoff for a specific supply curve are computed in a manner similar to the procedure used by the FAA The cumulative volumes of runoff are compared with the various capacities of drain inlets to arrive at the volumes of storage shown in Figs 9-12 and 9-13 Since the volumes of runoff depend on L and S, charts must be prepared for a wide range of L values Figures 9-12 and 9-13 show drain inlet capacities for L equal to 100, 200, 300, and 400 ft Additional charts have been prepared for L = 0, 40, 600, 800, 1000, and 1200 ft [8] The physical significance of the charts may be described by reference to the following example Suppose that L for a large drainage area is 100 ft and that the runoff pattern corresponds to supply curve 2 Assume that the maximum permissible ponding is 300 ft3/acre of drainage area From Fig 9-12 a pipe which has a capacity of 10 ft3/s per acre of drainage area would be adequate to prevent the pond from exceeding a volume of 3000 ft3 during any part of the storm The dashed lines labeled 4 are equal to rates of supply corresponding to a duration of 4 h Although smaller drain inlets are possible, it is felt that the sizes corresponding to a duration of 4 h are about the minimum from a practical standpoint The required drain inlet capacities for the drainage layout in Fig 9-11 were obtained from Figs 9-12 and 9-13 and are tabulated in Table 9-8 Note that the time of concentration is not a factor in these computations
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