May have been useful to provide the attachment.http://files.engineering.com/getfile.aspx?folder=4c81a3da-ed17-4369-a88f-4909ba5f4781&file=Floodplain_at_bridge.pdf
I have a strange issue. As shown on the attached sketch, a small creek is flooding over a road (approx 2').
Above/upstream of the bridge, the creek's banks completely contain the flow - but when it hits the bridge flows are forced around the concrete walls on either side of the road. Downstream...
Isn't it strange that there is no impact if left/right stations don't 'line up' from cross-section to cross-section?
E.g. Cross section 1 is 50' downstream from Cross section 2. They're both 30' wide, but cross section 1 runs from station 0 to 30' (left/right) and for some reason cross section...
Good day!
I've got a 50mm (2") sanitary forcemain that will have a high point anywhere between where I'm connecting and the sanitary pumping station (SPS) it's discharging into (approx. 60m or less than 200' between the two). I had a look at this fabulous catalogue that a eng-tips user posted...
Ron, thanks for your comments. The weeper is just to ensure the long-term performance of the foundation - the thought being that if they're sitting in a wet trench something could happen. Roof drains, as you suggest, will be directed to infiltration areas far away from the building.
My...
Been asked to conceptually design a weeping tile around a large (1000x750' or 325x230m) warehouse. Any suggestions as to where I should start?
Thanks in advance!
Chris
Cost of a yard hydrant is (hopefully) well under $1k; they're padlockable; you can easily connect a hose.
Traditional hydrant would be well over $5k...
Good day, guys and gals!
I've got a 2" water service provided to the site. I'm spec-ing a yard hydrant so that maintenance and/or cleaning of the sanitary pumping station (think: a large diameter, 30' deep manhole) can be pretty straightforward. Since I have the 2" service, I figure why not put...
Clearly adding all the flows (in Litres, say) that occur between 2:00 and 2:59 will give you a flow in L/hour.
Not really sure what you're looking for here.
Where I work, 100% of storm and sanitary sewers are CCTV inspected after installation...lots of "dirty videos" as the sanitary is often in use already by the time the CCTV is done!
Minimum clearance between a sewage holding tank and a well is 15m according to Ontario Canada's building code (Table 8.2.1.6.C if that helps at all).
Different excavations would definitely not be detrimental, as coloeng noted.
Do you know depth to (seasonally high) groundwater?
I think I was unclear in my original post, sorry cvg.
Assuming there was a huge fire and the entire water supply was used ... what's the best way to fill it up again and how quickly should that happen?
Hope that questions conveys my thoughts better.
Thanks!
On a rural site with large buildings (conference centre, more or less) I'm doing some preliminary sizing to determine if a stormwater pond or a tank is more cost effective to provide the required firefighting water supply of one million litres or 250,000 gallons (round numbers).
I can't find...
One local municipality uses what they call a "1-year" storm - which is actually just a 3-hour, 25mm storm event using the same b and c coefficients that the 2-year storm (with 45mm or so depth) uses.
In I = a / [(tc + b) ^c ] it's the "a" that can be modified to directly change the maximum...
Let's say the river flows from west to east.
What will happen when a slow-moving storm event travels towards your site from the west? I'm proposing that even if the time of concentration of your basin is very small in comparison with the river basin, you may not be correct in assuming that...
