CAUTION: This email originated from outside of the University of Guelph. Do not click links or open attachments unless you recognize the sender and know the content is safe. If in doubt, forward suspicious emails to [log in to unmask] Thanks a lot Robert for your prompt response. I was looking at the possibility of providing outlet link with perforated MH cover and use the tabular head-flow curve from basement flooding guideline. But the fact that that flow is gravity flow based on head on top of MH CB cover, but here the flow is inside the pipe flowing at gradient and water
CAUTION: This email originated from outside of the University of Guelph. Do not click links or open attachments unless you recognize the sender and know the content is safe. If in doubt, forward suspicious emails to [log in to unmask] A nice hydraulic modeling question. Using a junction at the bend is absolutely the correct first step. Because It allows you to model the change in pipe size, It handles the slope transition, and it provides a point to account for bend losses and It gives you a node to monitor hydraulic conditions at this critical point For the 53-degree bend, you'll want
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Hello SWMMers,
I am trying model a pipe with 53 degree bend in between. The pipe changes size and slope at the bend joint. Now to support this joint(bend) the designers included metal frame with screen. Could you please guide me how to model this scenario? To start with, I added a junction in between to model difference in slope and size, is
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I've used Keith's suggested method as well. If you have defined your extended detention volume according to specific water levels (e.g., top of extended detention = 10-yr high water level, say 105 ft-datum, and bottom of extended detention = normal water level/permanent pool elevation, say 102 ft-datum), then you could set the initial pond level to elev. 105 and count the hours until
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The orifice is provided at bottom. The water is draining out through orifice, to the downstream sewer and as I mentioned earlier over 90% of the water volume is reduced in less than 10 hours but the last 10 % is taking more than 96 hours to drain out. Is this possible?
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It's fairly easy to create a simple SWMM model of just the detention and outflow components and set the initial water elevation in the model so that the detention volume is full; no input flow is necessary. Run the model over a long enough period for it to drain. Compare the stage-discharge relationship from the model to another trusted source (Excel spreadsheet, other
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Question 4 - SWMM5, while using internal units of feet does convert all units from meters etc.
CAUTION: This email originated from outside of the University of Guelph. Do not click links or open attachments unless you recognize the sender and know the content is safe. If in doubt, forward suspicious emails to [log in to unmask] Note that 1m x 1 m subcatchment with mm rain will be oftly close to the fudge number (assumed zero). I would suggest upscale your catchment. On Wed, Feb 5, 2025 at 11:44 AM Robert Dickinson < [log in to unmask]> wrote: > CAUTION: This email originated from outside of the University of Guelph. > Do not click links or open attachments unless you recognize the sender
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Of course it is possible. How big is the orifice, and what is the depth of water in the storage tank for the last ten percent of the volume? is the depth small compared to the orifice diameter?
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Hello, I am trying to model PICP (Permeable Interlocking Concrete Block) in SWMM as fully occupied by LID. I have set up the subcatchment (1m by 1m) and all parameters. A few things I am struggling with: 1. how to save time series table as csv or text file so that I can further analyse results in excel or other platforms better? 2.
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What is your orifice offset? Why is the volume still decreasing for 96 hour - where is the water going? Is your extended time 20 hours minus the time of peak volume?
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Hello SWMMers, I am trying to calculate extended detention time for 25mm Chicago 4 hours storm. I plotted inflow v/s outflow graphs as well as volume v/s time graphs and came to know that we have outflow for initial 20 hours based on the storm event and then zero outflow through orifice. Similarly, volume reduces to half within 9 hours of reaching peak,
