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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.

For fueling, ease of towing and aircraft taxiing, apron slopes or grades should be kept to the minimum consistent with good drainage requirements Slopes should not in any case exceed 2 percent for utility airports and 1 percent for transport airports At gates where aircraft are being fueled every effort should be made to keep the apron slope within 05 percent

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At airports with a permanent air traffic control tower, the runways and taxiways must be located and oriented so that a clear line of sight is maintained to all traffic patterns, the final approaches to all runways, all runway structural pavements, all apron taxiways, and other

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