Sounds like you need to manage client expectations. I think you’ve thought about most cost-practical options. You could consider pile supported embankment but that’s probably difficult given the boulder clay. How sharp is your pencil on consolidation parameters and stress history? Are you being...
Thank you Struct123ure, the comment on changes to the SFRS is helpful. The only place that the seismic site class comes in there is with the calculation of Fa, right? I_E does not depend on seismic site class or the site coefficeints Fa or Fv?
There are several correlations between index properties and other soil properties that use "Clay Fraction" which is based on particle size, i think usually 40 or 4 microns (i can't remember exactly). For example Stark's residual and fully softened clay strenght parameters.
Something like this is common for ground improvement or specialty foundation jobs where the foundations are design-build. For these, the geotech of record stamps a report that provides subsurface conditions and may include baseline assumptions and foundation performance reqs. The foundation...
The split sieve is typically the no. 10, and the first hydrometer reading typically corresponds to a particle size of about 0.05 to 0.06 mm. So you would have a gap in data unless you also do a sieve down to the no. 200, at which point I think you end up at OP’s original question.
Ugh ever since D422 went away this has been an annoying issue. The standards do not adequately address this in my opinion.
One thing is you should always do a no 200 wash after running the hydrometer. Then you can do the correction method I discuss below.
I make the adjustment by adding or...
Huh, that’s interesting. I couldn’t explain what’s going on based on the info provided.
I have designed a few load transfer platforms and pile supported embankments. 10 to 20 ft spacing for something as small as an H pile is large for the rigid inclusions spacing, based on my experience.
The raft is 40 ft deep and 4 ft thick, I assume the 36 ft above the top of the raft gets backfilled? If so, there would be a net increasing in bearing at the bottom of the raft.
Packers are inflatable rubber devices that you can use to seal off portions of a borehole. Usually, they are used for fracking or pump tests of isolated layers. The following link is for a wireline rig but it gives you the idea. I don’t know if they make a setup for a solid stem setup...
More to it than that. You have to consider the shear/bending capacity of the pile. My approach is to use slide (LEM) to calc the stabilizing load, then design the pile for that load.
Thanks PEInc. I was arriving at a the same conclusons myself. Figure 11.8.6.2-1 makes this pretty clear, but it's a bit convoluted to determine that this also applies to anchored walls. As an aside, I find it interesting that Pae is not used below excavation grade, even though we're considering...
Thanks all for the replies. I would note that the apparent EP diagrams for a braced wall with cohesionless soils also goes to zero at the mudline (Sabatini FHWA geotechnical enginering circular).
