Search results for query: *

I uploaded the wrong test sheet...that is for one of the unsaturated samples. The others I am referring to indicate saturation.

Our Client logged the borings and prepared the lab schedule, so we did not have input with regards to index property testing until now when they are now concerned with the UU results. It is the static ground water table, not perched. The site is near a large body of water.

Half of the tests are from samples above the GWT (unsaturated), and I agree that these samples likely underwent volume change. The other half are from below the GWT (saturated). Even the saturated tests show the c-phi behavior. Since I originally posted, I spoke with the lab that performed...

The insitu total stress is about 3000 psf. The confining pressures were 2000, 4000 and 8000 psf. I estimate the preconsolidation pressure at around 9,000 psf. Attached is the test plot.http://files.engineering.com/getfile.aspx?folder=0f0c81d3-c7c2-460d-9e6a-d6f847ad02c7&file=UU_test.PDF

We've received 4 laboratory test results back from a subconsultant lab. The 3-pt UU tests performed on saturated samples indicate increasing diameter Mohr's circles such that there is a signficiant phi and c (not a horizontal line, phi=0). Stress strain curves demonstrate brittle behavior...

I would also give some consideration to presence of daylighting bedrock discontinuities in the proposed cut slopes.

For geopiers in the GWT: How effective can the ramming action be insofar as to densification and/or increase lateral stress below the groundwater table (skeptical)? Also, does anyone know if geopiers can take lateral loads?

A question: I performed an axial capacity calculation for a vertical pile. Do I need to adjust this capacity for a battered pile when I present it to the structural engineer even though he will decide the batter angle?

How about an anchored sheetpile wall?

I am using CWALSHT (Corps of Engr program) to perform the geotechnical design for an anchored sheetpile wall. The sheetpile has a retained height of about 22 feet, will be tipped in dense sand, and will have a single anchor at the top of the wall. The program computes via two methods: 1) Free...

I am using CWALSHT (Corps of Engr program) to perform the geotechnical design for an anchored sheetpile wall. The sheetpile has a retained height of about 22 feet, will be tipped in dense sand, and will have a single anchor at the top of the wall. The program computes via two methods: 1) Free...

This is intended to be general in nature. Is corrosion below the ground water table (e.g. for piling) typically a concern?

Does anyone have information whether or not it would be possible to build a 1:5 battered ACP? The structural engineer requested lateral load analyses for both a vertical and a pile with the above batter...I'm not so sure it could be built. Site is in coastal Mississippi with 27 feet medium...

What are you geotechs using for the minimum pile spacing before group effect needs to be considered for lateral load capacity for drilled shaft groups? I have seen 6D. For Auger Cast Pile groups? (may be less due to the auger providing lateral support??)