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 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...
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...
I have a site with the following soil profile:
0 to 30 feet Cemented Hard Pan [SM], SPT N = 100+/ft
30 to 50 feet Very soft clay [CH], SPT N = 2 to 4
There will be a 25 ft embankment fill placed on top of this soil profile for an MSE wall.
I am trying to determine how much stress will be...
The Driven Program calls for an input parameter for driving losses. I was wondering if anyone had a reference for typical values for cohesive and cohesionless soils. The program examples use 10 percent driving loss for cohesionless soils, while cohesive soils have a driving loss of 40 percent.
I am looking for opinions on an acceptable factor of safety for driven piles or a reference that addresses this issue.
I have seen a FOS of 2 for skin friction and a FOS of 3 for end bearing. I have seen a straight FOS of 2 to 2.5 on pile capacity (tip + end bearing). Just curious to see what...
