Recent content by kingpawn

The real issue is that a church in my local community wants to construct a 50 ft x 75 ft youth activity building and the city wants an engineer to analyze the runoff. The church's property is 13 acres more or less. The difference in the C values are pre = 0.419 and post = 0.422. Would you say...

Is there ever a time when the difference between the pre and post developed runoff is so small that you wouldn't provide detention?

Sammyk, Thanks again. Can I add the Bypass Flow and the Release Rate together eventhough they might peak at different times? Again thanks for the help.

sammyk, the numbers are just for example the're not real. What I'm looking for is how to determine the bypass runoff rate by using the modified rational method. If the detention pond is in the same watershed as the bypass area how do I determine an overall post-developed runoff rate. Thanks

What does the hastead pondpack program use to determine the storage? Can you not generate a hydrograph from IDF curves?

Can you add the bypass runoff rate together with the detention pond release rate when they have different times of concentration? What if the time of concentration for the bypass is 10 minutes and the detention pond time of concentration is 5 minutes? I didn't think you could combine two rates...

For example.....I have a 20 acre site and 10 acres flow to the detention pond. I have determined a pre-developed allowable runoff rate of 50 cfs. The detention pond is designed to release 30 cfs. How would you determine the runoff rate from the 10 acres that bypasses the detention pond? I used...

CarlB Thanks for the info...I used the vette and the clearance is fine...thanks

What is the best automobile for checking grade breaks on entrances to parking lots. I found a thread that referenced a corvette? Any thoughts? Thanks

Well.....at the entrance the municipality requires you to slope up from the flow line of the gutter at 5.5% and I need to slope back down at 8% to 10%. I think if I put in a 10 ft long vertical curve I will be fine.....thanks for your response

I'm designing a parking lot on the side of a mountain. Actually, it's not the side of a mountain but with the terrain it looks like it. What is the design criteria to make sure an automobile does not bottom out in sags and crests? Thanks for any feedback............

I want to thank everyone for the information. I alos think the developer will thank you as well since his mains will not be a size that could serve all of the southeastern states.

Thanks for your answer.......... We are using two separate lines.....one for domestic and one for fire flow. If I'm reading your answer correctly I think you're saying the fixture count from the UPC is for the building only and the maximum daily demand is used to size the domestic watermain...

I'm designing an apartment complex with 300 units. How do you determine your domestic demand to size your watermain? Do you use the fixture counts per the plumbing code or do you use the average daily demand with a peak factor?

I am modeling a water system for a subdivision and I need to set my tank elevation from the pressures I have from a fire flow test. My question is which pressure do I use and why? residual or staic? Thanks for the help