Vtpsuhm software

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I have spreadsheets that use both Modified Rational and TR both give a seepage bed that is about the same size. Something doesn't seem right. No other discharge is permitted. Exfiltration shall be applied to the bottom contour area only. Maybe the question should be Can I use MRM to route a storm through a seepage bed using exfiltration only?

I just ran the same hydrograph using another software program and I need a bed size much larger than what Hydraflow uses. I use HydroCAD for everything. Try it, I ber you fall in love with the software. I still think its too small.

At least for high frequency storms with small drainage areas. I will take a look at this in the AM. What are you using? I want to run SCS as well.

I am clueless with vTsumm. I mean, you could always do a runoff volume calc by hand for the storm you want to manage use the DEPs NPDES worksheets , provide a seepage bed that meets that volume, do the dewatering calcs using FOS 3. Thanks twinkie What intensity are you using? I just threw in 2. Also, do you have any type of perforated pipe running through this? I must be doing something wrong. No one seems to have mentioned what rainfall duration they're using.

If you're setting the rainfall duration equal to the Tc you're getting a relatively small runoff volume, hence the low WSE. Longer durations, while giving a lower peak flow, will generate a larger volume and hence a higher WSE in the pond. Of course, Rational Method is poorly suited for volume-sensitive calculations such as pond routing.

There have been many threads on this issue. It sounds like you are really not "routing" anything. There is no flow going through an outlet works or spillway, just infiltration. You are simply capturing the entire storm and percolating into the ground. Use the design storm 1-hour, hour or whatever and the storm rainfall depth not intensity. Calculate the total runoff volume. Forget about time of concentration.

When I say "routing" I'm including the simplified case where there is no outlet and everything is being retained. However, there is an exfiltation "outlet" in this case, which will cause some reduction in the required storage volume, depending on the exfiltration rate.

But as cvg says, you still have to determine the design storm - what I referred to as the rainfall duration. The results posted so far seem to have been done for a 5-minute "design storm", which will produce a much lower volume than a longer event, be it 1, 12, or 24 hours.

So for a Tc of 5 minutes it uses a duration of 10 minutes. Everyone is right I can get the 2 to work, nothing else. Why are you trying to route the year storm through infiltration? Can you put an outlet above the 2-year WSE and let that go? I used hours in the above example. There is not a good place for surface water discharge so I'm forced to put everything in the ground.

TR will always give a higher required storage volume than MRM but since the drainage area is less than an acre, rational method should be acceptable. No Matter What Program I agree that the storm duration is the problem. I just don't know how to do that. If you want to model a hour event, just set the storm duration to 24 hours AND set the corresponding hour intensity. Using a 24 hour duration will give a much lower peak runoff than using a 5 minute duration, but you'll get the full larger hour volume.

For details see www. Peak flows from rational method and SCS method should be similar, but not necessarily the same. Students do NOT need to place an order for, or come to our office to purchase, major specific software. Students who need to purchase software that is not included with their major specific software can do so either in person by coming to our office at Torgersen Hall open Monday - Friday, 8 am - 5 pm , or by placing an online order by following the instructions at software.

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