Try the attached. I am a practicing geotech and most of the time we can't get clients to pay for site specific characterization. The attached was produced by ASCE and gives a range of typical values to at least start with. Good...
I agree with oldest guy. I would neglect the skin friction in the zone that was pre-drilled. There will obviously be friction within this zone, but it will be reduced when compared to that of a non pre-drilled layer. I would install a test pile with pre-drilling and load it to see if there...
Hi Ron,
This project is in the research stage. No field or laboratory work has been performed yet. This project is going to be an airport runway extension off the island and out into the Carribean Sea to allow for larger planes to come to the island. Project is estimated to be about $200...
I am looking at a drilled shaft project in the British Virgin Islands. Rumor has it that the limestone there is very hard and difficult to drill. This is a design/build project and the contractor is concerned about difficult installation of drilled shaft foundations that could result in cost...
I am working on a project in Fort Worth, Texas. I am looking for some guidence on how to treat the expansive soils for rigid pavement design. The soils are lean clays to fat clays.
PI ranges from 29 to 45
LL ranges from 46 to 62
Percent Swell ranges from 0 to 1.7%
Natural moistures are +/-...
I agree with Ron your soil profile suggests that consolidation settlement needs to be evaluated for this project based upon the foundation size and load. You need to get some samples for consolidation tests too.
Update - The pumping fill was allowed to sit idle for four days during which we did not receive any additional rainfall. The site was re-proofrolled and the subgrade was observed to be firm and unyielding indicating the stability issue was most likely caused by porewater pressure build up...
I am working on a site where we are adding several feet of fill material. The underlying soils are saturated clayey sand soils (SC). The fill material is a slightly silty sand (-200=12 to 15%) with a modified proctor of 119 pcf and 11% moisture. We have two feet of fill in above the wet...
The soils on site are clayey sand with about 30 to 35 percent fines passing the No 200 sieve. The Modified proctor values of 129 pcf at 12% moisture. The top 12 inches of the pad need to be compacted to 98% modified proctor MDD. We just just got 23 inches of rainfall in the last 48 hours in...
I am working on a site in the panhandle of Florida. The site soils are clayey sands with about 30 percent passing the No. 200 sieve. We have been getting large amounts of daily rain. The soils have become too saturated to compact. The project is on a strict time line and the weather outlook...
The SPT method can be conservative. If it is border line between a Site Class C and Site Class D, it may be prudent to run a field test such as ReMi or Seismic CPT, etc. to measure shearwave response on the site. If the SPT method is not close to a Site Class C, you are going in the wrong...
