I've always heard that there was no practical way to remove chlorides from wastewaters like the wastewater you discuss, but I did find the following article on the web. Perhaps the batch process is something that can be used to drive the chlorides down enough to allow discharge?
From the...
Thank you, all, for the comments.
BigH - yes, cm/sec are the permeability units in my post.
Focht3/cdh61 - The site is in a northern climate (MN) with silty sands from 2 - 15 feet BGS. Below that is cleaner sands (based on previous soil borings conducted at the site).
A field investigation...
A contractor is proposing to dispose of 250 GPM of pumped groundwater to an underground infiltration disposal gallery (piping to gravel bed) below frost line in the vadose zone (4 foot frost depth, 30 feet to water table, fairly uniform silty sands below 4 foot depth). The pumpout will occur...
A contractor is proposing to dispose of 250 GPM of pumped groundwater to an underground infiltration disposal gallery (piping to gravel bed) below frost line in the vadose zone (4 foot frost depth, 30 feet to water table, fairly uniform silty sands below 4 foot depth). The pumpout will occur...
Say I have a rectangular excavation 120 feet by 80 feet by 20 feet deep (below grade surface) in the shallow water table in sandy soils (K = 10E-2 cm/sec). Sheet piling/deadmans are holding the sides of the excavation. Water table is at 10 feet bgs.
How can I estimate the pumping rate (gpm)...
I'm not a real Geotechnical Engineer, but I play on on the forum...
Seriously, I agree that it seems placing a piece of concrete over the pipe (separated by some thickness of soil) adds additional weight over the pipe and nothing more. Let's think about it, when you place a slab (spread or...
Here in the States, depending on the location, we may very well mine the peat, condition with other soils and sell it, and use engineered fill for the foundation design for the building you discuss.
Probably no shortage of peat in your area.
On a project involving capping a pond/wetland, I...
Thank you for the comments.
The drilled shaft designing procedure was something I wanted to be familiar with. Even though it seems that a guyed structure would be the most likely given this scenario.
I developed this "problem" to go through the motions of designing a drilled pier...
Focht3: The "problem" was adapted from a site boring log (Texas) provided in Drilled Shafts and Caissons (ASCE publication?).
So what you are saying is that not enough skin friction (i.e., pull out force) could be developed to counter act the wind forces in these medium dense sands...
I would like the following information for use in studying for the PE exam:
Given: I have a boring log that indicates field "N" values are fairly consistent, ranging from 10 to 15 bpf from the surface to 35 feet bgs, soils are silty sands, with a few thin (~2-inches) clay lenses...
