12/31/2022 0 Comments Dambrk software free download![]() DWOPER - Enhanced Network Version 7/18/84 (latest revision 8/89) - an unsteady flow dynamic routing model (one-dimensional Saint-Venant equations) for a single channel or network (dendritic and/or bifurcated) of channels for free surface or pressurized flow (more information below). BREACH - Version 7/88 - a deterministic model of the erosionformed breach (overtopping or piping initiated) in an earthen dam (man-made or landslide-formed) it computes the outflow hydrograph and the breach parameters used in DAMBRK and SMPDBK (more information below). Fread, Hydrologic Research Laboratory, Office of Hydrology, National Weather Service (NWS) J(Reprinted October 1988) ADDITIONAL PROGRAMS In addition to DAMBRK '88, the following models are included with program installation and documentation: SMPDBK - Version 9/91 - an interactive simplified dam-break model which computes the peak discharge, water surface elevation, and time of occurrence for selected cross sections downstream of a breached dam (more information below). Peter Smart HydroCAD Software RE: Dam Break in HydroCAD (Civil/Environmental).ĭAMBRK (A Dam-Break Flood Forecasting Model) VERSION/DATE: 6/20/88 **** Please Note: FLDWAV is the replacement for this program **** OPERATING SYSTEM: DOS DISTRIBUTOR: NWS (National Weather Service, NOAA) DOCUMENTATION (559 Pages): THE NWS DAMBRK MODEL: THEORETICAL BACKGROUND/USER DOCUMENTATION By D.L. The next HydroCAD release is expected to have a new 'dam breach outlet' which will allow for a progressive breach, as well as setting the breach time independently of the calculation time span. ![]() There is no separate setting for the breach time. ![]() Using this approach, you need to set the calculation time span to begin at the time of the fully-developed breach. Although HydroCAD was not originally intended for modeling a dam breach, some scenarios can be modeled as described at I assume this is the document you're referring to. Any suggestions, ideas, comments.? RE: Dam Break in HydroCAD (Civil) 9 Sep 10 10:41. I think that the peak discharges should be lower if the breach takes time to develop, as compared to an instantaneous breach. My breach model has really high discharges, which seem completely unreasonable to me. ![]() In my case, the time to failure is 30 minutes. The method as described seems to just start the computations assuming that the breach is fully developed at the peak, when in fact, the breach develops over time. ![]()
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