Reach Routing: Difference between revisions
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==Best Practices Resources== | ==Best Practices Resources== | ||
{{Document Icon}} [[National Engineering Handbook: Chapter 6 - Stream Reaches and Hydrologic Units | National Engineering Handbook: Chapter 6 - Stream Reaches and Hydrologic Units, NRCS | {{Document Icon}} [[National Engineering Handbook: Chapter 6 - Stream Reaches and Hydrologic Units | National Engineering Handbook: Chapter 6 - Stream Reaches and Hydrologic Units, NRCS]] | ||
{{Document Icon}} [[National Engineering Handbook: Chapter 17 - Flood Routing | National Engineering Handbook: Chapter 17 - Flood Routing, NRCS | {{Document Icon}} [[National Engineering Handbook: Chapter 17 - Flood Routing | National Engineering Handbook: Chapter 17 - Flood Routing, NRCS]] | ||
{{Document Icon}} [[Flood Hydrology Manual | Flood Hydrology Manual, USBR | {{Document Icon}} [[Flood Hydrology Manual | Flood Hydrology Manual, USBR]] | ||
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Latest revision as of 04:43, 21 July 2023
Reach routing is the process of hydraulically routing runoff hydrographs from subwatersheds through various downstream subwatersheds to the watershed outlet or other point of interest.
“Two important judgements are needed by the engineer when developing data for channel reach routing. One is the selection of a representative cross section. This cross section should represent an average flow velocity through the reach. If there are several cross sections available for selection, the engineer should select the section most typical of the reach conditions. The second important judgement is the selection of a reach length. To properly represent reach storage characteristics, the reach length should be an average length of the routing reach. HEC-RAS allows for left overbank, right overbank, and channel reach lengths. WinTR-20 allows for only floodplain length and channel length. WinTR-55 is limited to only a single channel length”.[1]
“Storage in a reach is often underestimated because backwater storage in tributaries is usually not considered in developing water surface profiles using HEC-RAS. If this type of storage is significant, it should be estimated. The simplest way to account for this would be to increase the floodplain length. A more complex analysis would involve adjusting HEC-RAS cross sections to include an ineffective flow area for tributary backwater”. [1]
Best Practices Resources
National Engineering Handbook: Chapter 6 - Stream Reaches and Hydrologic Units, NRCS
National Engineering Handbook: Chapter 17 - Flood Routing, NRCS
Citations:
Revision ID: 7344
Revision Date: 07/21/2023