Drainage Design Manual, Hydrology - Flood Control District of ...

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Drainage Design Manual for Maricopa County Hydrology: Multiple Frequency Modeling For reasons of practicality and to facilitate reproducibility, a single ratio for the 2-, 5- and 10-year recurrence intervals is provided that represents average conditions in Maricopa County. These values are listed in Table 6.1 and can be used for both local and general storms for drainage areas of any size, degree of development or other hydrologic and physiographic conditions. Table 6.1 RATIOS TO 100-YEAR FLOOD HYDROGRAPHS FOR THE 2-, 5- AND 10-YEAR RECURRENCE INTERVAL FLOODS This approach should be used when the results for the 2-, 5- and 10-year flood (peaks and volumes) using the methods, techniques and parameters in the preceding chapters are unreasonable. The reasonableness “test” applies to model results (peak discharges and runoff volumes) as well as to the HEC-1 input parameters, particularly for the unit hydrograph. This alternative method using the ratios from Table 6.1 does not preclude the use of another method or the use of different (site specific) ratios with prior approval from the Flood Control District, or local jurisdiction. 6.3 IMPLEMENTATION IN HEC-1 Recurrence Ratio Interval % 2 10 5 25 10 35 The ratio for the desired recurrence interval is coded into the 100-year HEC-1 model on field 3 of the subbasin area (BA) record for each subbasin. Alternatively, for a single storm analysis the ratio(s) can be coded into the 100-year HEC-1 model on the multiratio (JR) record. In addition to coding the ratio(s) on this record, the IRTIO variable in field 1 must be set to FLOW to ratio the runoff, not the precipitation. The JR record cannot be used for a multiple storm analysis due to a conflict with the JD record used to define the index areas. 6-2 August 15, 2013
Drainage Design Manual for Maricopa County Hydrology: Channel Routing 7 7 CHANNEL ROUTING TABLE OF CONTENTS 7 CHANNEL ROUTING 7.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-1 7.2 NORMAL-DEPTH ROUTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-2 7.2.1 Parameter Selection.................................................................................... 7-2 7.3 KINEMATIC WAVE ROUTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-2 7.3.1 Collector Channel........................................................................................ 7-2 7.3.2 Main Channel .............................................................................................. 7-3 7.3.3 Parameter Selection.................................................................................... 7-3 7.4 MUSKINGUM ROUTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-3 7.4.1 Parameter Selection.................................................................................... 7-4 7.5 MUSKINGUM-CUNGE ROUTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-4 7.5.1 Parameter Selection.................................................................................... 7-4 7.1 GENERAL Channel routing involves generation of an outflow hydrograph for a reach where an inflow hydrograph is specified. A reach is either an open channel with certain geometrical/structural specifications, or a pipe with open channel flow. This type of application assumes that the flow is not confined, and that surface configuration, flow pattern and pressure distribution within the flow depend on gravity. It also assumes that there is no movement of the bed or banks. In addition no backwater effects are considered. A routing technique is normally required for a multi-basin design where flow is to be moved through time and space from one flow concentration point to the next. For the purposes of this manual, two types of open channels, natural and urbanized, are considered. The preferred method for most applications in Maricopa County is Normal-Depth routing. Normal-Depth routing can be used for both natural and artificial channels in both urbanized and non-urbanized watersheds. Kinematic Wave routing may be used in urbanized watersheds and for natural channels where reductions in peak discharge due to attenuation is not anticipated. The Kinematic Wave method is limited to simple prismatic channel geometrics that include non-pressurized closed conduits. Muskingum routing may be used for large natural channels where parameter calibration data exists. The Muskingum-Cunge routing may be used for both natural and artificial channels. Notes and general guidance on the parameter development and application of each of these methods are provided along with a detailed example in Section 9.5. August 15, 2013 7-1
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