I saw "cylindrical concrete" on an old sewer crawler website, so that makes some sense I guess, but no access pr maintenance structures that I can find anywhere.
Can you pop a raingarden in the front or backyard and call it a day, or use some amended soils and take credit for the higher void ratio thereby meeting the pre to post rate requirements.
I am looking at a utility plan from the early 1900s, and there is what is called out as "10' CC Sewer" shown on the plans. This "pipe" has an invert depth of greater than 50-feet. There are no structures visible anywhere on the plan sheets that I have.
Does anyone know what this could be? This...
To me this appears to be an unsubstantiated attempt to make engineers over design for SWM, nothing else.
Sheet flow becomes shallow concentrated, but you can't have channelized without a channel.
Can we look at this another way?
How about putting a deep manhole or structure at the upstream end and flattening the pipe?
With your concept you are trying to essentially design a level spreader, which would need to be massive for that velocity.
This will vary by municipality, but you have the gist of it. It's typically going to say for XX 24 hour storm event that overland flow must be contained within the cartway, or a minimum 1' below the first floor elevation, or something else similar.
Every propriety product is going to have it's own unique treatment efficiencies. Be sure to use a product that is certified in CA (if required).
As for maintenance, all options are easy to maintain, if they are actually maintained at recommended intervals. I'd guess the isolator rows become...
"The rate provided likely assumes that every faucet, toilet, shower and anything else that can contribute is running. A senior engineer once told me for septic design called this the "party" factor. The plumbing engineer wants to ensure that if the building is having a party the sewer will work...
We have been trying to hire an experienced drafter for quite some time now, they just don’t exist anymore.
Currently, our engineers do all of their own drafting. I’m not a fan of this, as they have no formal CAD training, and they really aren’t all that good or efficient at it. I’d rather be...
We got into the weeds, turned on all the spot grades in the survey, and contoured this with 0.10-foot contours. There are depressions on the site, which was exactly what I needed to complete the model. The WSE generated by the model falls almost directly where we visually observed the spill.
Do you think there is a way to route this to an area node?
I just received topographic survey, and while the overall land area that receives the overflow is super flat (.002-1) on average, there is no real area that I can call defined storage as I had originally assumed.
I am trying to model the spread of water overflow from a tank that occurs over a period of time.
The scenario I have is this....this tank overflowed for approximately 16 hours, at an estimated rate of 1.65 cfs.
I'm trying to estimate the probable extents of this overflow on the surrounding...
