Model:RiverWFRisingBaseLevelNormal: Difference between revisions
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The calculation assumes a specified, constant Chezy resistance coefficient Cz and floodplain width Bf. The sediment is assumed to be uniform with size D. All sediment transport is assumed to occur in a specified fraction of time during which the river is in flood, specified by an intermittency. If grain size D < 2 mm the Engelund-Hansen (1967) formulation for total bed material transport of sand is used. If grain size D >= 2 mm the Parker (1979) bedload transport formulation for gravel is used. The flow is computed using the normal flow approximation. The reach has downchannel length L, and base level is allowed to rise at a specified rate at the downstream end. | The calculation assumes a specified, constant Chezy resistance coefficient Cz and floodplain width Bf. The sediment is assumed to be uniform with size D. All sediment transport is assumed to occur in a specified fraction of time during which the river is in flood, specified by an intermittency. If grain size D < 2 mm the Engelund-Hansen (1967) formulation for total bed material transport of sand is used. If grain size D >= 2 mm the Parker (1979) bedload transport formulation for gravel is used. The flow is computed using the normal flow approximation. The reach has downchannel length L, and base level is allowed to rise at a specified rate at the downstream end. | ||
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{{Start model keyword table}} | |||
{{Model keywords | {{Model keywords | ||
|Model keywords=bed variation | |Model keywords=bed variation | ||
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|Model keywords=fluvial morphodynamics | |Model keywords=fluvial morphodynamics | ||
}} | }} | ||
{{End a table}} | |||
{{Model technical information | {{Model technical information | ||
|Supported platforms=Linux, Mac OS, Windows | |Supported platforms=Linux, Mac OS, Windows | ||
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|CMT component=Yes | |CMT component=Yes | ||
}} | }} | ||
{{Start coupled table}} | |||
{{End a table}} | |||
{{End headertab}} | {{End headertab}} | ||
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Revision as of 17:14, 23 June 2011
