I looked at the discharge multiplier in the pond window as it is set to 1 and not zero. I have attached the file for your review. Thank you for all your help. You have been extremely supportive. Thanks...
I have a scenario where in a storm sewer modeled as a pond discharges flows from the seocondary outlet but zero flow from the primary outlet despite the fact that the primary outlet invert is far below the secondary invert.The secondary outlet invert elevation is set at the catchbasin grate...
Thank you very much for your support. It works when I reduce the calculation time span. Suppose the oscillations occur at or near the peak of the storm this approach will not work. Correct? In that case, what other options are worth exploring? As always, your support is highly appreciated...
Mr. Smart. Still no success with my model. Please see attachment for my model setup. Thanks.http://files.engineering.com/getfile.aspx?folder=3a19189b-a94b-4e6d-b056-648bb4a9446d&file=StormSewer_Model.hcp
Thank you very much Mr. Smart. I did follow your suggestion about the tide gate modeling but I get three warnings:
1- Pond XXX Qout>Qin may require Finer Routing or smaller dt
2- Pond XXX Oscillations may require Finer Routing or smaller dt
3- Downstream Pond exceeded upstream Pond by XXX.
The...
I read from "HydroCAD tips" that in HydroCAD version 9.0 and below, gates can sometimes be modeled using "pump" outlet. I am looking for help on how to setup data in the pump window so the pump understands I am only modeling a gate and not a pump per se. What I have is a 48-inches RCP pipe...
I am trying to model a stormsewer system that discharges to a tidal water body. The stomwater pipe systems has sever catchbasins which drain a roadway. I want to model a scenario in which a storm event runoff, say 25 year, coindes with high tide tailwater which closes a tideflex at the...
Yes the device still requires manual input for position and depth along a transect.
You are right I should not have posted the same question in two forums. What happeded was that I first posted it in the modeling forum and later made the decision to repost it in the storm/flood engineering...
The device we are using is called AquaCalc 5000 and it has a USGS pygmy current meter attached to it. For more information about this device and how it works, please go to website below:
http://www.advmnc.com/JBS/AQ.html
Thanks.
I mean flow. The pygmy meter computes the average velocity at a cross section and then multiplies the average velocity with the measured cross-sectional area to come up with the flow. Flows for some of the upstream cross sections are higher than those downstream and I am trying to figure out...
I have a task of measuring low flows in a stream using a pygmy meter. Although for the most part the result shows flow generally increases as I go downstream, there are some places where an upstream flow is greater than the next one downstream. I am very skeptical about the later finding and...
I have a task of measuring low flows in a stream using a pygmy meter. Although for the most part the result shows flow generally increases as I go downstream, there are some places where an upstream flow is greater than the next one downstream. I am very skeptical about the later finding and...
The runoffs are being generated for a stream restoration (strem realignment) project. The pre- and post condtion runoff rates are expected to be the same as the existing drainage area is expected to remain the same (residential\agricultural) after the restoration.
It is one soil and not a mixture of soils. What happens is that the soil is in group D because of high water table that creates a drainage problem. Once this soil is effectively drained, it is place in group A hence named A/D soil.
In computing the runoff curve number (RCN) for a soil, say,a soil that falls in both the A and D group, is it appropriate to use an average number between the two or just one? If one, which one?
Thanks.
