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Hi Beej67, May have found the issue.....please see the attachment below. Looks like the cross section geometry has changed quite significantly from existing conditions. The reduction in conveyace area would certainly be attributed to the increase in water surface elevations. Not sure if the...

Hi beej67, Agreed on showing the increase in water surface elevations. I'm also seeing an increase at X-Section 22845. The model is showing a decrease in the E.G slope (proposed vs existing) at these sections which would make sense for the water surface increase. An item for consideration…...

The import will not update the reach if the naming convetion of the reaches are different. I would try to ensure that the naming convention is the same and try to re-import. There is no snap tool in HEC-RAS but if you are editing the geometry of the reach by adding or moving points, you simply...

Maragavich, You may be missing the bigger picture. True, there would not be creek invert tranistion if the inverts are burried but there is velocity increase accosiated with flows through the culvert barrel in comparison to velocities expereinced further downstream of the crossing where flows...

Msullics, Not sure if it's a glitch in your HY-8 or not but....try addinng a constant elevatio of say 100.0m to each of your elevations and see what happens. Based on your information provided the profile should look something like...

Mike, If you could provide details on what issues you are having, the users of this forum have a vast knowledge base and would be able to point you in the right direction.

If the flows in the creek do happen to overtop the road, it is possible for the flows to be directed immediately bank to within the top of banks on the downstream side of the bridge. However, before being sold initially on the modelling results, I would re-check the coding of the bridge as per...

bertieboo, You can't model a storm sewer network like this within HEC-RAS. I would be inclined to model the storm sewer network using a program like SWMM. You can also code in sections of channel at the downstream limits if needed. The visual HGL within SWMM would be a good idication of how the...

agreed on the Tideflex.

poopencholie, If there is a concern about looking into losses associated with bends in a culvert, HEC-Ras is probably not the best tool to use. To my knowledge you cannot account for these types of losses in HEC-Ras. I would recommend using SWMM. You can account for the bend losses directly in...

pilesmakesmiles, Following the past posts, a few things of note... 1)beej67, thank you for your earlier post. Crawling through a culvert, is not a good idea. I understand the intent, however, not something I'be recommending anytime soon. If there has already been a culvert collapse, what's to...

ENGTitian, You're inlet and outlet station represent the profile stations of your culvert. If these stations are unknown, you could set the stations to your culvert length (i.e.0+00 to 0+015, Length of 15'or 15m depending on your units) Rise= culvert height. You will need to confirm what the...

Refer to Chapter 2 of the HEC-Ras Hydraulic Reference manual.

Thank you Peter. Your help is much appreciated.

Hi Psmart, Yes agreed, however, would it be possible to create, for example a 100-year Chicago storm to a 100-year SCS? My thoughts would be you would have to do a bit of math to break down the Chicago storm into unit intervals to be determine a total rainfall depth and then apply to the SCS...

Hello All, I recently had a conversation with a colleague of mine regarding converting rainfall intensities from A,B C coefficients of the rational method to rainfall depths to further generate a SCS storm distribution. I had never heard of this before and I would question the accuracy of...

Thank you CVG. That was exacty what I was looking for.

I seem to recall reading a past post a while back regarding how to calculate the distance flow would travel out of a storm sewer outfall given a known flow, pipe size, etc. Could someone point me in the right direction? Thanks.

try these following references... Stream Restoration, A Natural Design Handbook, prepared by the North Carolina Stream Restoration Institure and North Carolina Sea Grant THE WES Stream Investigation and Streambank Stabiliaztion or as gbam said.....any open hydraulics text With a design...

chrisncivil, Try running your model in "dynamic wave" flow routing. Here's the methodology from the SWMM manual... "Dynamic wave routing solves the complete one-dimensional Saint Venant flow equations and therefore produces the most theoretically accurate results. These equations consist of...