Here's a really strange one.
I was reviewing a MSE design the other day, and the (well known and very well respected) supplier assumes ZERO corrosion at the connection between the tie strip and the reinforcing strip. After some inquiry, I learned that the theory is that the tie strip acts as a...
I'm looking at an application for soil nailing in Long Island. The fills are alternatively decribed as "fill" and glacial till. Typical crap decriptions. However, where the the fills are present they are described as med dense sands and gravels, so to retain I'd like to propose soil nailing...
I'm looking at a MSE wall supporting a railway spur (new construction). If I apply the live COOPER 80 load, as a conventional live load, I get a sliding problem since the live load would only be applied over the retained fill for stability/sliding analysis not the MSE wall. However, it seems...
I am concerned that I continue to see bearing capacities for MSE walls quoted in contract documents as single number values such as allowable = 200 kPa, or ultimate = 500 kPa. Given that we are all using similar analytical tools, shouldn't the Engineer/Client be quoting either FOS/load and...
I am working on a soil retention project in the Middle East, where we are using PET geogrids with concrete facing panels. The embankment is 7.5m high. Summer mean ambient temperatures will be on the order of 35 C, average soil temperatures will be roughly 23-26 C. Does anyone have any...
