This example show the application of HEC RAS software for dam breach or break flood inundation down stream a dam. All data used are just to show application
Hello Users, I just need some insights on Breaklines. I have added breaklines into the 2d mesh area and enforced them as internal connections and entered weir data as top spillway elevation at 700m to the connections assuming they are acting as Embankments/weirs to the reservoir. But After I ran the Unsteady flow model successfully, in the results section in the RAS Mapper Water still flowing over the embankments at 653.55 only without filling the reservoir up to 700m elevation. What Should I do? Thank you in Advance #HECRAS #2dMODELING
Hello Rahul sir, I finished the end step where we compute the final data and it said "Completed process" but when I opened ras mapper then in the Depth its showing as "Depth (none)" and "Unknown Result (Bad File)". Please help me out regarding the same as soon as possible.
Tiene alguna sugerencia para este error! he intentado refinar la malla y no ha sido posible correr el modelo con la presa dentro de un area 2D. [For the Hydraulic Structure b1 in 2D area Perimeter2 there is an error with the model data. The weir station/elevation extends too far beyond the last face point (face intersection). Shorten the weir stationing or adjust the cell mesh Error Accepting the preprocessor files.]
Hi sir im facing a problem at meshing, after entering computational points its showing that current mesh contains no computation points. Can u help me out sir
Hi. When following your tutorial I had got the following error: HEC-RAS Error - Incomplete data, the following errors were found: SA/2D Connection: DAM . Computed weir stationing on the Tailwater side is not increasing, check the structure data (weir stationing and centerline) and 2d mesh in this area to fix this problem. Could you give me an idea how to resolve it?
I am not getting the normal depth in boundary condition topup box. Only flow hydrograph highlights in Perimeter1 boundary condition. Is there anyone who is getting the same issue?
The lateral inflow hydrograph is either designed flood hydrograph at dam generally available with the dam authority or any other worst hydrograph recorded or hydrograph computed for Probable Maximum Precipitation for the dam
He used river routing method with the help of HEC HMS.the lateral inflow may be due to side river branch or large storm water drain conncecting to main river channel
I get a "SA/2D Connection: Dam - Computed weir stationing on the Headwater side is not increasing, check the structure data (weir stationing and centerline) and 2d mesh in this area to fix this problem. Does anyone have any input on why this error is coming?
hi Mr.Beckman,take intial conditions for 2D reservoir area in unsteady flow as water surface elevation equal to top of the dam.if you want to simulate breach due to overtopping
Hi Rahul, would you be so kind and make a video about culverts analisys in HECRAS 2D, I encounter a problem (error) with de elevation between cells and weir, thank you my friend...
Sir, i am trying to use this model for storage reservoir. So I don't have inflow hydrograph as boundary condition. How can I model this for reservoir? Also I saw you just drawing a line as a dam and hec ras itself joined storage and 2d flow area and formed a polygon as connection. Does the whole gap/polygon acts as a dam or the initial line you drew left to right only acts as dam?
Sir, when computing the data, it shows ""The starting and ending stimulation time/date was not recognized, check the date and its format"". How to solve this error?
Hello sir, I want to perform a GLOF modelling so for that can I follow the same model and how can I calculate the hydrograph for my glacial lake. It will be grateful if you help me with this. Thank you
how should fix this problem? please tell me suggestion. 2D Flow Area: 'Perimeter DF' at BCLine: 'outlet' needs flow or stage hydrograph boundary condition.
Hi, I did the exercise and got this message, could you help me to fix it. "Volume Elevation relationsip has more than the maximun number of 100 points"
Good afternoon. Dear, my name is Bruno. I'm a civil engineering student in Brazil. I need to carry out a simulation of the rupture of an earth reservoir for water storage located outside the water course. My question is whether Hec Ras allows me to carry out this type of simulation or if Hec Ras is just a simulation of structures in the water course. Is there any software that allows me to simulate the rupture of an earth reservoir to accumulate water outside the water course?
@@rahuljaiswal1060 yes, I'm trying to simulate the rupture of a reservoir outside the water course but I don't know if rec ras allows this type of analysis. I believe it is only a dam in a water course, due to having to put the input and output flow data. Do you know any software that simulates the rupture of a reservoir outside the water reservoir and shows the flooded area?
Hi Rahul, thanks your for guiding, but i have problem when i simulation hec ras. "volume elevation relationship has more than the maximum number of 100 point" can you help me take some advice. thanks you
Sir can you suggest a measure to rectify it? I am stuck in one of such simulation as a part of research work. I do not have gauge data so normal depth is only option for d/s boundary conditions.
@@purvangpandya2811 For normal depth you can take slope downstream point up to which you expect water may reach. Generally up to the long distance or stream meets with long river.
@@rahuljaiswal1060 Sir my question is how we should decide the breach width in the dam and how you have considered your breach width because the dam may breach at a particular flow either at peak of the flow hydrograph that you have provided at the boundady or maybe at some other flow discharge so depending on it how we decide the breach width
@@anupalbaruah3654 This assumes dam failure mode by Overtoping. So the dam will start to breach once water reaches over the top of the dam. So the breach height will start from the top of the dam and down to the bottom, lowest point at the downstream face of the dam embankment. The breach width is calculated using one the methods for estimating breach hydrograph. Froehlich method is popular.
@@gdx5930 DEM can be downloaded from ASTER. For better results, topographic survey using GPS is necessary. Dam information can be collected from dam authority
Geometric Preprocessor HEC-RAS 5.0.7 March 2019 Finished Processing Geometry Starting to copy Geometry Data to Results Completed copying Geometry Data to Results Performing Unsteady Flow Simulation HEC-RAS 5.0.7 March 2019 +STOP! Error in the time window. HDF_ERROR trying to close HDF output file: HDF5-DIAG: Error detected in HDF5 (1.8.11) thread 0: #000: ..\..\src\H5F.c line 2044 in H5Fclose(): invalid file identifier
Error starting unsteady simulation - Stopping compute process
i am a water resources student working in dam breach model using HEC-RAS and having doubts regarding HEC-RAS so sir plz plz plz can i get your email so that i can contact you ?
Excellent video, Most of people will learn from your video, You are very helpful for humanity
Thank you very much
Wow this is very important video for dam breach designer, so sir I say thanks a lot for for your help
Tahnks a lot
Thanks for the video! It really helped me!
Welcome
Thanks a lot! great work!
Sir can I use hecras for finding stage discharge relationship of a river?
Thank you so much Sir.
Hello sir, how can we provide the data for inline structure of dam during the breach of dam?
Hello Users, I just need some insights on Breaklines.
I have added breaklines into the 2d mesh area and enforced them as internal connections and entered weir data as top spillway elevation at 700m to the connections assuming they are acting as Embankments/weirs to the reservoir.
But After I ran the Unsteady flow model successfully, in the results section in the RAS Mapper Water still flowing over the embankments at 653.55 only without filling the reservoir up to 700m elevation.
What Should I do?
Thank you in Advance
#HECRAS #2dMODELING
Hello Rahul sir,
I finished the end step where we compute the final data and it said "Completed process" but when I opened ras mapper then in the Depth its showing as "Depth (none)" and "Unknown Result (Bad File)". Please help me out regarding the same as soon as possible.
nice tutorial @ Rahul sir
Tiene alguna sugerencia para este error! he intentado refinar la malla y no ha sido posible correr el modelo con la presa dentro de un area 2D.
[For the Hydraulic Structure b1
in 2D area Perimeter2
there is an error with the model data.
The weir station/elevation extends too far beyond
the last face point (face intersection).
Shorten the weir stationing or adjust the cell mesh
Error Accepting the preprocessor files.]
Sir in 12:39 to 12:43 how did u get unsteady flow 01, plan 01 in the box suddenly??
I am working on a dam simulation project, but when I make a computer, the unstable flow simulation for it is there a solution
Sir, Whats the resolution of your DEM (30 m, 10 m or Less than this)
Sir how to reduce the elevation points for storage area??
Hi sir im facing a problem at meshing, after entering computational points its showing that current mesh contains no computation points. Can u help me out sir
Hi Rahul, thank you for taking the time to upload it. Can Hecras do 3D calculations?
For me mesh is not created by hec-ras. Please help.
Urgent ASAP
Hi. When following your tutorial I had got the following error: HEC-RAS Error - Incomplete data, the following errors were found:
SA/2D Connection: DAM . Computed weir stationing on the Tailwater side is not increasing, check the structure data (weir stationing and centerline) and 2d mesh in this area to fix this problem. Could you give me an idea how to resolve it?
I am not getting the normal depth in boundary condition topup box. Only flow hydrograph highlights in Perimeter1 boundary condition. Is there anyone who is getting the same issue?
❤❤❤
thanks you sir
For this example, would you be able to generate a Rating Curve of the spillway?
Not worked in this direction but I think it is possible
Thank sir.
Where did the Hydrograph for the lateral inflow come from? Please can you explain how that hydrograph was generated or source?
The lateral inflow hydrograph is either designed flood hydrograph at dam generally available with the dam authority or any other worst hydrograph recorded or hydrograph computed for Probable Maximum Precipitation for the dam
He used river routing method with the help of HEC HMS.the lateral inflow may be due to side river branch or large storm water drain conncecting to main river channel
I get a "SA/2D Connection: Dam - Computed weir stationing on the Headwater side is not increasing, check the structure data (weir stationing and centerline) and 2d mesh in this area to fix this problem. Does anyone have any input on why this error is coming?
hi Mr.Beckman,take intial conditions for 2D reservoir area in unsteady flow as water surface elevation equal to top of the dam.if you want to simulate breach due to overtopping
Hi Rahul, would you be so kind and make a video about culverts analisys in HECRAS 2D, I encounter a problem (error) with de elevation between cells and weir, thank you my friend...
Sir, i am trying to use this model for storage reservoir. So I don't have inflow hydrograph as boundary condition. How can I model this for reservoir? Also I saw you just drawing a line as a dam and hec ras itself joined storage and 2d flow area and formed a polygon as connection. Does the whole gap/polygon acts as a dam or the initial line you drew left to right only acts as dam?
for dam breach model you have to use Design hydrograph not the actual flood hydrograph.
@@JALAJDARPAN Hi!To create the design hydrograph, don't we have to consider the dam failure peak flow ? How to add this to simulate in ras...
Sir, when computing the data, it shows ""The starting and ending stimulation time/date was not recognized, check the date and its format"". How to solve this error?
change format data of computer, use USA format
Hello sir,
I want to perform a GLOF modelling so for that can I follow the same model and how can I calculate the hydrograph for my glacial lake.
It will be grateful if you help me with this.
Thank you
were you able to do it?
Legend x
Sir, from where I can get lateral inflow hydrograph table?
The project report of the dam consists this design flood hydrograph which is used as lateral inflow hydrograph
how should fix this problem? please tell me suggestion.
2D Flow Area: 'Perimeter DF' at BCLine: 'outlet' needs flow or stage hydrograph boundary condition.
You have to provide a boundary condition at outlet where you need to provide either normal depth or stage hydrograph
Sir for steady flow what step should be taken
For steady flow you have to provide one value as return flow and run the model as steady flow model
Hi, I did the exercise and got this message, could you help me to fix it. "Volume Elevation relationsip has more than the maximun number of 100 points"
Please reduce the number of points in the volume elevation table
Good afternoon.
Dear, my name is Bruno. I'm a civil engineering student in Brazil.
I need to carry out a simulation of the rupture of an earth reservoir for water storage located outside the water course.
My question is whether Hec Ras allows me to carry out this type of simulation or if Hec Ras is just a simulation of structures in the water course.
Is there any software that allows me to simulate the rupture of an earth reservoir to accumulate water outside the water course?
Really I also do not know if HEC RAS Can do it. Just I think that you create a dam at a point of rupture and do analysis.
@@rahuljaiswal1060 yes, I'm trying to simulate the rupture of a reservoir outside the water course but I don't know if rec ras allows this type of analysis. I believe it is only a dam in a water course, due to having to put the input and output flow data.
Do you know any software that simulates the rupture of a reservoir outside the water reservoir and shows the flooded area?
Could you kindly share the data ??
Sir,Can we add geometry points randomly?
Here we are using 2-D mesh not cross sections
i am getting an error of "current mesh contains no computation points"
what do i do now????
Please do mash recomputation
My email rkjaiswal_sagar@yahoo.co.in
Add computational mesh point for the specific mesh where it's missed
Sir I am not able to generate mesh by the said method.
I could not understand what error you are making. Contact on 9425655193
Hi Rahul, thanks your for guiding, but i have problem when i simulation hec ras. "volume elevation relationship has more than the maximum number of 100 point" can you help me take some advice. thanks you
Reduce the no of points in EAC Table for smooth running
@@rahuljaiswal1060 thanks you so much, but you can show more detail ?
@@vuvanlan269 Reduce EAC table to 10 to 15 pints only and then see.
Dear sir, In a 2D flood routing problem, what can be the possible reasons for a situation in which the depth of water level does not reduce with time.
It may be possible when the downstream slope is negligible to a very long distance
Sir can you suggest a measure to rectify it? I am stuck in one of such simulation as a part of research work. I do not have gauge data so normal depth is only option for d/s boundary conditions.
@@purvangpandya2811 For normal depth you can take slope downstream point up to which you expect water may reach. Generally up to the long distance or stream meets with long river.
@@purvangpandya2811 You take river longitudinal slope at very long distance or at the stretch where this river meet to any big major river
Thank you sir for your guidance. Warm regards
Sir do we have to specify the breach width
Thanks a lot
@@rahuljaiswal1060 Sir my question is how we should decide the breach width in the dam and how you have considered your breach width because the dam may breach at a particular flow either at peak of the flow hydrograph that you have provided at the boundady or maybe at some other flow discharge so depending on it how we decide the breach width
@@anupalbaruah3654 This assumes dam failure mode by Overtoping. So the dam will start to breach once water reaches over the top of the dam. So the breach height will start from the top of the dam and down to the bottom, lowest point at the downstream face of the dam embankment. The breach width is calculated using one the methods for estimating breach hydrograph. Froehlich method is popular.
How did you get the hydrgraph
When ever a dam is constructed. A Detailed Project Report is prepared that consist of design hydrograph.
@@rahuljaiswal1060 i m getting a error stating “2D Area Unstable “ why is that?
@@rahuljaiswal1060 i m not able to find it for Tehri Dam? If you could please help
@@bhavininegi8719 Check for computation time interval of model, for dam breach it should be below 1second
Hello i wanna to ask how i can download my tettrain i have dem file from WMS
for modeling in HEC RAS you require to have DEM in tiff format and connected projection file
@@rahuljaiswal1060 from where I can get this file
Can you give a website to download this files
It can be used
@@gdx5930 DEM can be downloaded from ASTER. For better results, topographic survey using GPS is necessary. Dam information can be collected from dam authority
Sir how to calculate normal depth
Normal depth is downstream slope
Geometric Preprocessor HEC-RAS 5.0.7 March 2019
Finished Processing Geometry
Starting to copy Geometry Data to Results
Completed copying Geometry Data to Results
Performing Unsteady Flow Simulation HEC-RAS 5.0.7 March 2019
+STOP! Error in the time window.
HDF_ERROR trying to close HDF output file:
HDF5-DIAG: Error detected in HDF5 (1.8.11) thread 0:
#000: ..\..\src\H5F.c line 2044 in H5Fclose(): invalid file identifier
Error starting unsteady simulation - Stopping compute process
Computations Summary
Computation Task Time(hh:mm:ss)
Completing Geometry(64) 1
Preprocessing Geometry(64)
i am a water resources student working in dam breach model using HEC-RAS and having doubts regarding HEC-RAS so sir plz plz plz can i get your email so that i can contact you ?
rkjaiswal_sagar@yahoo.co.in
Sir how you created that .prj file
Sir can you help me with downloading of dem file
The prj file is associated file with DEM you can search on web
@@rahuljaiswal1060 sir I m also not being able to get the discharge values i.e. hydrograph.
How to download it
@@nikhilbhende4223 Dear Nikhil ,The hydrograph is the design flood hydrograph you have to collect from WRD of concerned dam.
@@rahuljaiswal1060 thank you sir
Sir can u give projection file
Projection file can be downloaded from internet. search on net.
Projection file of your area can be downloaded from internet