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Chris Smemoe

WMS Development Team
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Everything posted by Chris Smemoe

  1. Diverting a Drainage Path

    Mike, What Cody recommends is a good solution. I would add that sometimes TOPAZ won't change the flow path even if you edit the elevations, so you might need to change the elevations of several cells around where you want the flow path to change to make it obvious to TOPAZ where you want the flow to go. You can edit individual DEM cell elevations by double-clicking on the DEM points as needed. But I'd try Cody's approach of adding a single arc first and see what TOPAZ gives you. Chris
  2. Curve Number

    Lalith, Your curve number report should show each of your basins with a list of the land use/soil type combinations and how the curve number was computed. In your drainage coverage, have you assigned a "Drainage boundary" type to the polygons? Do you have streams in your drainage coverage so an outlet is assigned to the downstream point on your stream? Have you converted to soil/land use data to coverages in the map module of WMS or are you using the shapefiles directly? If you have converted the soil/land use shapefiles to coverages, do polygons exist in this coverage and are the correct ID's (land use ID's and soil group letters-A, B, C, or D) assigned to the coverages? If you are using the shapefiles, are you using the correct fields to represent soil groups and land use ID's? Do the shapefiles or map land use and soil data overlay your watershed sub-basins? Are you using the most recent version of WMS 10.1? If you are doing these things, you should be getting results. If you are not, there may be something else wrong and I'd recommend contacting tech support. Hope this helps, Chris
  3. W Beck, Regarding question 1, you might try using the HEC-RAS program itself to visualize the water surface elevations at each of the cross sections in a 3-D view. There's an option in HEC-RAS to view the cross sections in an X-Y-Z perspective plot. This shows all the cross sections in your model along with the RAS-computed water surface elevations at each cross section. This plot should give you a good idea where your water surface elevations are in relation to the channel banks. You can also look at each individual cross section in your model and RAS will show you the computed water surface elevation on the cross section plot. Regarding questions 2 and 3, when you read a HEC-RAS solution into WMS, WMS just uses the water surface elevations computed by HEC-RAS and places a single water surface elevation (WSE) point at the intersection of each cross section with the stream centerline. Normally, you would run a linear interpolation between water surface elevation points along the centerline to get additional WSE points between cross sections. Then you would create additional WSE points along each cross section to increase the density of WSE points and improve your floodplain delineation results. WMS basically just subtracts the ground elevations assigned to your TIN from the WSE point elevations assigned to your 2D scatter set to get your water depths in your floodplain. In your case, you merged surveyed cross sections into your WMS-extracted cross sections, so your TIN elevations do not match your actual cross section elevations used in HEC-RAS. The Flood Depth (_fd) contours displayed in WMS subtract the ground elevations on the TIN from the HEC-RAS computed results, so if the TIN elevations contain the channel, water depths will be displayed in the channel. Further, if any RAS-computed water surface elevations are higher than your TIN ground elevations, there will be flood depths at these locations. Hope this helps somehow, Chris
  4. Error when trying to get map data

    I just want to post an update to this original problem. I've updated the files to be placed in your "Program Files\WMS 10.1 64-bit" directory to fix this problem. The new update uses the Google Maps API and does not bother you about updating the registry if you're not able to update the registry the first time running the application. This is our long-term solution to the problem and the update will probably not change from here. You can still wait until WMS is updated and install the update or just put the updated files in your directory. The updated files can be downloaded here: https://filecloud.aquaveo.com/index.php/s/XhHgQwyq1ybYyF7 You need the password for the update, which is "vearth". Let me know if you have any further questions about this issue. Chris
  5. Can SWMM routing the Channel inside a basin ?

    I'm not a SWMM expert, but there is no way to handle channel routing inside a basin that I can think of. When using the interface in WMS, I think you need an outlet point to build your model and export it to the SWMM model.
  6. Creat Model of Exprimental Watershed(chow 1974)

    Are you delineating the watershed using a TIN? This option is not recommended and is not really tested anymore, so it is not supported. The error message means you can't create a max flow distance arc for your watershed without a DEM. If you don't need this max flow distance arc for computing Tc, you should be OK.
  7. Creat Model of Exprimental Watershed(chow 1974)

    The most accepted way of computing the Tc for use with the Rational method is a method where you define the longest flow path in your basin and then divide your flow path into 3 separate equations: one segment for sheet flow (usually about the first 30 meters or so) one segment for shallow concentrated flow (where the flow does not combine into a channel) and one segment for channel flow. That's probably what was used to compute the Tc values in that tutorial. There's a tutorial called "Time of Concentration Calculations and Computing a Composite CN" that should help you with computing a Tc using this method. Hope this helps, Chris
  8. Creat Model of Exprimental Watershed(chow 1974)

    Aghamiri, I'm not sure I completely understand your questions. But it seems that you're asking a couple of things: 1. Do I have to have a TIN or DEM to build a WMS model? No, you can build a model with or without elevation data. There are tutorials describing how to model a watershed using feature objects (the title of this tutorial is "Advanced Feature Objects" on our learning center) and you can build a hydrologic tree manually in the Hydrologic Modeling module of WMS by just selecting options to add outlets or basins and then defining the data for these outlets and basins. 2. Can I automate hydrologic model runs using a script or some programming language? No, this capability does not currently exist in WMS. There are commands in WMS (the "Stochastic Modeling" commands) to automate several hydrologic runs, but there is no way to control WMS using an external script. Hope this helps, Chris
  9. just HEC-1 has weighting precipitation gage

    Aghamiri, HMS also has an option to define weighted gage rainfall, and WMS helps build HMS models also. When you define your gages for a basin, you define gage weights for that basin. Each gage has a total rainfall. The total basin rainfall is determined from each gage's rainfall value and the weights for the basin. You should have at least one gage with a distribution. Hope this helps, Chris
  10. Rearrange the edit parameters windows (for example, the window that comes up when double clicking on a basin with HEC-HMS set as the model). There is a ton of unused space on the right side of the top area (Display options) of this screen that could be utilized to display the different groups of parameters side by side. For example, the Loss Rate Method group could be in the upper left, the Transform group could be to the right of that, and the Base Flow group to the far right. This would allow the user to see more things without having to scroll down as much. -from Todd Wood
  11. Error when trying to get map data

    Nick, A patch with the fix can be downloaded here: http://filecloud.aquaveo.com/index.php/s/RkR6lmyJapJrPRi/download You may need the password "WebMaps" (Case sensitive) to access the file. You should unzip all the files to your "C:\Program Files\WMS 10.1 64-bit" directory, replacing any files already in that directory with the new files. You will need admin permissions to copy the files here. The first time you bring up the Map locator tool in WMS, you will be prompted to edit your registry. Just hit OK/Yes to any messages that pop up. The map locator just needs to update a registry setting to use the latest map browser control in the virtual earth map locator. After that, you can click on the button again and everything should work correctly. Let me know if you have any further questions or problems. If you want to wait until the next update to WMS, you can do that. We'll try to get an update to WMS out in the next couple of weeks. Thanks, Chris
  12. Error when trying to get map data

    Nick, Sorry about the problems you are having. Unfortunately, there's not a quick fix. Microsoft removed their old virtual earth servers without notification. We are working on a fix and hope to get a fix to you and others soon. I will post to this thread as soon as I have a fix for this issue. I know this is a problem if you're used to getting data from the WMS web map button. In the mean time, you can download data as needed from internet web sites and read any data into WMS. Once you get any georeferenced data from the internet or some other source into WMS, you can use the "Get Data" tool from the top of the WMS window to download data as needed directly into WMS. This Get Data tool will allow you to bypass the Virtual Earth Map Locator window that's not working. Let me know if that doesn't make sense. Chris
  13. Import HEC-HMS to WMS

    WMS does not currently have the option to import an HMS file. If you have an HEC-1 file, you can read this into WMS using the HEC-1 menu. There is no reason we could not support an option to import an HMS file, and I have added this request to our list of tasks, but implementing the option to fully import an HMS file will take some time. Your only option right now, if you want to get it into WMS, would be to try to duplicate the model in the WMS interface. Chris
  14. Automated HEC-HMS Data Entry

    Julie, This is kind of a difficult question. It's been a long time since I've worked specifically on DSS files. HEC-DSSVue is the most comprehensive tool out there for viewing and editing DSS files. It seems like there is an import from text file (.csv) function that would allow you to convert several months of data to a DSS file using DSSVue. If there is not, you might have to either copy/paste the data manually as you are doing or write a program using VB or some other programming language to convert the data using one of the heclib DLL's. You can find some limited information about the heclib DLL's by searching on the internet. One version of the heclib DLL's (heclib50.dll) is included with the WMS download. We use the heclib DLL for writing DSS files for HMS models from WMS. I can answer specific questions about programming for the heclib DLL if you are not able to find a solution with HEC-DSSVue. My guess is that HEC-DSSVue should be flexible enough for you do what you need to do however. Chris
  15. Hi, Sorry about the problem you're having. Did your model run to completion? I'm not sure exactly what's causing the problem, and I've never heard of somebody with this problem. I'd try moving your HEC-RAS project file so it's not on a network (to a place such as your "C" drive). This might fix the problem. If it does not, I'd recommend contacting Aquaveo Tech support with your files and a description of your problem. Their contact information is here. Let me know if I can help with anything else. Chris
  16. This error comes up if WMS does not have the location of your cross section database or if there are no cross sections or an error reading the database. I'd recommend double-clicking on your cross sections and making sure cross sections geometry is defined for each of your cross section arcs. If there's an arc without any cross section geometry defined or if there's an error loading the cross section database, that's your problem. You might have to re-extract all the cross sections to a new cross section database if some of the cross sections do not have geometry. Hope this helps, Chris
  17. Multiple Basins and Hydrographs (GSSHA)

    Yes, there is an option for Hydrograph output that will show up as the 3rd column in the point/node attributes window if you have defined your 1D Hydraulic Model channels (trapezoidal or cross sections) on arcs in the map module and define the Diffusive Wave routing option in the GSSHA Job Control dialog. Turn this option on to generate hydrographs at any point in your 1D stream network. Chris
  18. Gina, If you can get your materials file from SRH2D into a WMS "Area Property" coverage, WMS will get the Manning's roughness values from this coverage when you extract the geometry for your cross sections. To extract the geometry for your cross sections, you need a 1D Hydraulic Centerline and a 1D Hydraulic Cross Section coverage in WMS. In the centerline coverage, you would define your stream centerlines and your bank lines (bank lines are optional, but recommended). In the cross section coverage, you define your cross section locations. I think you're saying you've already created these coverages or layers in Civil 3D and you don't want to create them again. If you have your HEC-RAS geometry file, you can export a GIS Export file from HEC-RAS and read this file into WMS. The 1D Centerline and Cross Section coverages will be created if you do this, but you will need to re-extract the cross sections (including the geometry) to assign Manning's roughness values in your Area property coverage to your cross sections. Here are the steps for doing this: 1. In the HEC-RAS main window, select File | Export GIS Data... 2. Turn on the options to export your User Defined Cross Sections and your Bank Stations and select Export Data. 3. In WMS, open the .sdf file as a HEC-RAS .geo file. Just select File | Open and select HEC-RAS GEO file from the window that comes up and select OK. 4. Enter a filename for the cross section database file. The default filename is probably OK. 5. Go to your 1D cross section coverage and select River Tools | Cross Sections->TIN. 6. Bring in your Manning's roughness areas as an area property coverage. Make sure you have polygons in this covearge, make sure you have defined Materials (Edit | Materials), and make sure you have a material assigned to each polygon in the coverage. 7. Now go to your 1D cross section coverage and select River Tools | Extract Cross Section... 8. Generate your point properties from the arcs in the Centerline coverage and Generate your line properties from your Area Property coverage and select OK. 9. Now go to the Hydraulic Modeling Module, HEC-RAS menu and define your Manning's roughness values under the Material properties for each material type. You also want to set your model control to use the Materials (under the HEC-RAS menu, there's a Model Control menu item for doing this). Hope this helps, Chris
  19. Hi, There is a way to re-extract and update only selected cross sections but it's not an easy procedure and would require you to edit some of the WMS .map and cross section database files using a text editor. I guess I don't really recommend this approach. I guess you have a couple of options. One is the approach you mention, where you extend any cross sections that don't intersect the bank lines so they're beyond the bank lines. This would require you to re-extract all your cross sections, and your edits based on survey data would be deleted. You would need to re-enter your survey data for each of your cross sections in this case. This should not be too difficult since you should already have the survey data saved as a cross section database file. It would just be time-consuming, especially if you have lots of cross sections. Another approach is to edit each cross section's geometry and point properties by going to the cross section attributes | Assign Cross Section | Edit and then adding the left and right bank stations manually into the Point Props window. The drawback of this method is that your left and right overbank lengths will not be computed by WMS for the cross sections where the left and right banks are manually defined. When you run HEC-RAS, you will get an error message for each of these cross sections. You can then compute the left and right overbank lengths for these cross sections using the measure tool in WMS. You would have to re-enter these lengths in HEC-RAS each time you export your model from WMS. So it may be worth it to you to update your cross section arcs in WMS, re-extract the cross sections, and re-merge your surveyed cross sections, but that's up to you. I agree that it would be nice to just update selected cross sections in your cross section database file, but this option is not yet available in WMS. Hope this helps, Chris
  20. Land Use Legend

    Thanks for the input. I have noticed this also. I added a request to create a fill box for the color legend. This should be fixed in a future download of WMS.
  21. Export/Import HEC-HMS elements

    Anything is possible, but this would be difficult or impossible to do just using the HMS interface. You'd probably have to edit the HMS text files using a text editor or use WMS to combine models somehow. Chris
  22. I had another few thoughts on this issue you're having with the cross sections. I will insert some of your original questions: I don't have any general rules of thumb, though I think you can generally assume that your surveyed cross sections are more correct than your extracted cross sections. Since your surveyed cross sections are more correct than your extracted cross sections, I think you can assume that you can line up your cross sections using the east bank, as in screen shot B. This is assuming that your surveyed cross sections extend to the east bank as extracted from the DEM. It could be that your surveyed cross section extends only to a certain point (not to the bank point) on the extracted cross section. In this case, you would line up the east bank of your survey cross section at that same point on your extracted cross section. If you have good elevation values on your surveyed cross section, you could approximate the location of this point along your extracted cross section. Yes, I think the odd shape will impact your RAS model. You want your cross sections to be as similar as possible from one cross section to the next downstream cross section in your model. This is especially true for running an unsteady RAS model, where abrupt changes in cross section geometry can cause model instabilities. You could try filtering/removing points along your extracted cross section using the filter tool in the cross section attributes dialog or just by removing them manually before merging cross sections. It looks like you have lots of points in your channel cross section. This can be a good thing, but can be problematic if you're trying to merge cross sections where the geometry does not match. I hope this helps, Chris
  23. I don't have any general rules of thumb regarding which bank to use to align your cross section in your model. I can tell you how to fix the problem you're having with the strange shape when you insert the survey cross section based on the lower bank. One way to fix this is to add an additional point to your survey cross section so your cross section is long enough to be inserted into your extracted cross section without any gaps. I don't know if this makes sense. You should probably always use the "Insert All" option when merging instead of the "Blend All" option when merging. Hope this helps, I'll think more about which bank station to use and if anything comes to me I'll reply to this thread. Chris
  24. Lag time for HEC elements

    There are various ways of computing the lag time for a diversion. It's up to you to determine the method you want to use to compute the lag time and any losses for the diversion. Normally you wouldn't have the same lag time for all the diversions in your watershed unless all the diversions have the same length, slope, and geometry. It would be best to either calculate the lag time manually or to use the Muskingum-Cunge method where you define a diversion length, slope, and the channel geometry. HMS will compute the lag time if you use this method. There are not really any good tools for calculating the lag time for a diversion in WMS for an HMS model. The diversions would have to have the same geometry, length, roughness, and slope for the lag time to be the same. The impact the lag time has on the model calculations is that the hydrograph downstream of the diversion is routed based on the lag time. This means if the lag time for a diversion reach is 30 minutes, it takes 30 additional minutes for the hydrograph to reach the downstream end of the diversion and the hydrograph peak is translated by 30 minutes. There's also a storage attenuation of the hydrograph that occurs along the diversion reach that will decrease the peak flow when the hydrograph is routed using some of the HMS routing methods. Chris
  25. HEC HMS extremely insensitive to changes in input.

    I'm not sure why it's saying the Snyder method. My version of HMS actually did not show the same screen as yours. I wonder what version of HMS you're using. I'm using version 4.1. Send an email to or call Aquaveo Tech support if you want somebody here to look at your model and possibly help you. As far as the style sheets and the reports menu, it's complicated to use. A simple search on google for "Reports menu HMS style sheets" turns up some good results. The best ones I've found are from HEC here and another one here. You could just modify the style sheets included on these sites as needed. Figuring out what names to use in the style sheets and the format is the hard part. I don't have a good source for that. Hope this helps, let me know if you're able to figure out anything with the kinematic wave routing. You could always use the Snyder or Clark transform or just the SCS transform if nothing else works and if that option is available to you. Chris
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