LincolnPE, big yay for your suggestion! There is flow through the lateral culvert now, and I checked that the equal amount is subtracted from the U/S side of the culvert, and added to the D/S side...so that's all good.
The only other problem now is how to set a specific point on the reach...
Thanks for the suggestion. Yes, I did try an initial run with SWMM with dynamic routing. The issue is that I need a node on the reaches where the culvert is connected (since I cannot draw a conduit unless there are u/s and d/s nodes). Two concerns with that - 1. I don't know what kind of node is...
I am new to lateral structures. That said, I am trying to model a lateral culvert between two minor drainage channels linked by a culvert. The flow in the channels are not inter-related and the channel that is at the downstream end of the culvert has negligible flow (0.3 m3/s) compared to the...
Thanks LincolnPE. I did what you mentioned, but it still did not accomplish what I want. Before the routine you suggested the following were *correct* :
1. Direction of flow as per the drawing in the Geometry Editor;
2. Cross section station (L to R, looking from A toward B when the flow is...
Took a dig at exporting a fictional river reach modeled in Cvil 3D 2011 to HEC RAS. As the attachment will show something went wrong somewhere as indicated by a discrepancy between geometric editor and the reach length table in HEC RAS:
Flow direction in Civil 3D is from 0+12.94 (U/S) to 0+116.6...
Also, out of curiosity - does sinking the barrel as shown in the link I have in my last post do something for culvert anchoring (i.e., uplift force @ inlet), or is the surcharge weight insignificant?
Speaking of anchoring, is there any standard drawing for just a toe plate anchoring for culvert...
The kind of depression I mean is one used for fish passage. Such as this one - http://www.fws.gov/midwest/ashland/images/FY08/08_Dec_13_w.jpg
I believe it is a "buried inlet". Would that be correct? Thanks
I need to determine the diameter of a proposed culvert for a given roadside ditch. In HY-8, how do I account for counter-sinking of culverts below stream bed:
a) inlet to 40% of diameter,
b) outlet to 20% of diameter
Thanks
Thanks francesca for your response.
The drainage area is to the tune of 50,000 sq meter. Just out of curiosity, how is choice of software related to drainage area? Is there an upper limit for HY-8?
BTW, the HY-8 outlet velocity for this culvert is 3.15 m/s. Seems a bit on the higher side...
Torn between HY-8 and HEC-RAS to model a culvert to carry about 1 m3/s under a road embankment with a allowable headwater of 1.5 m. The topo survey covers some 50 m radius from the middle of the proposed alignment of the culvert. The road embankment will be located in the middle of a pasture...
Thanks for your comments Ms. F. Sorry I had to be away for some time. My responses to your comments are below:
1) Abt Fig 5 - I will do as you suggested;
2) Abt Fig 3 - The bridge is located on a underfit glacial stream. The bridge is supported by piers only, there is no embankment par se that...
Thanks franceska! I will do the ineffective areas iteratively in future. I am uploading the pdf of the doc file I put up earlier today. Hope that will help you and others with the rest of my questions...
Ok, I might have gotten a bit further along the road since the last posts. New sets of questions arise though :p
Attached file has all the info need. Basically I have added a bridge, and checked for WSP and velocity. Tried with subcritical first and noticed the WSP is critical at the most u/s...
Thanks beej67. I got asked yesterday if there is a document of any sort that compares the pros and cons of XP SWMM and PC SWMM (municipality is snooty about PC SWMM). Can anyone suggest a reference (doesn't have to be a paper, even a consultant's written report of comparison that is publicly...
