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Showing results for tags 'hec-ras'.
Found 5 results
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Hello, I am attempting to use WMS / HEC-RAS to determine the threshold discharge for overbank flow in a third-order watershed. This is part of a floodplain sediment storage study. I am running a series of flows through the model and trying to determine the minimum discharge required to initiate overbank flow. I am assessing the overbank threshold visually, using flood depth contours (generated within the _fd dataset). I assume the presence of any flood depth contour ≥0 represents overbank flow in my WMS model (see attached image 1). I also assume that stream reaches without contours present are not exhibiting overbank flow. I should note that I inserted field-measured cross sections into my model. I have three questions: 1.) Can you offer any advice regarding visual (or non-visual) methods of determining the incipient point of overbank flow? I assume if there was a way to indicate top of banks in relation to flow depth, this would be helpful (e.g., a non-planform view of the cross section and associated flood depths). For image 1, the contour range is 0 (min) to 1 (max), with 5 intervals. 2.) The flood depth contour polygons often exhibit a width that is nearly equal to the channel width in my watershed model (Image 1) - so, how can I be sure the flood depth is not being calculated within-channel? Again, I'd like to know if the flood depth is occurring in the floodplain and not in-channel. 3.) I have noticed that many "isolated" flood depth contours appear around cross sections, even at flows that I would not expect to be out of bank. Any thoughts on this? See image 2. Again, I am interested in determining the minimum discharge needed for overbank flow. Any advice on this non-traditional use would be greatly appreciated!!! Thank you.
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Hello, I have a model in HEC-Ras version 5.0.3 that I set-up in Civil 3D 2017 (stream alignment, cross sections, LOB, ROB) and I was asked to add in the Manning roughness values from SRH2D. I was asked to do this because I was told that the .geo file from WMS brings in all of the n-values along the cross section, creating a more real-world HEC-Ras model. Currently, I have only 3 n-values. I found a forum that displayed how to correctly transfer the materials file from SRH2D to WMS, and then create essentially the geometry file in WMS to export to HEC-Ras, but I already did most of this in Civil 3D. I don't want to re-do my .geo file in HEC-Ras because it is basically complete. Is there a way to import only the n-values from SRH2D without re-doing my entire HEC-Ras model created from Civil 3D? Thank you
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Does any know if it's possible to use PTM with HEC-RAS 2D outputs? In other words, can I modify the HEC-RAS HDF5 file outputs in a way that will be ready by the PTM in SMS? Thanks, -Matt
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Hello, I am having a problem editing a HEC-RAS model not created in WMS. I read information on another post which stated that you could export from HEC-RAS to WMS by changing the extension of the HEC-RAS GIS export file to .geo. This part of the import went without problem and I was able to successfully import the HEC-RAS model into WMS. However, my task is to add onto this model and extend it futher upstream. I am able to edit the coverage that depicts the centerline of the river to mactch reach as I go further upstream as well as add additional cross sections but I am unable to modify the hydraulic schematic. I am also able to draw additional cross sections on the imported coverage but I am having problems assigning them to the proper reach. I am under a pretty tight deadline and I need to be able to edit this data to finish my project. Please help. Thanks, Mike -
Hello everyone, I am new to WMS. I would like to know if it is possible to use WMS to perform real-time simulations. Both radar and gauge rainfalls are avaialbe every 10 mins. Once models (HMS, RAS, or GSSHA) are set up, I would like to have an automatic process. Thank you
