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  1. DanielSgeo

    Solutions to mitigate settlement (Total & Differential) caused by deep fills.

    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...
  2. DanielSgeo

    Seismic Site Class F due to liquefaction

    The SC you change to from F if Tn < 0.5 second is just the SC that is calculated in the absence of liquefaction. It can be D or E or F.
  3. DanielSgeo

    Seismic Site Class F due to liquefaction

    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?
  4. DanielSgeo

    Issue combining sieve analysis and hydrometer data using ASTM D7928

    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.
  5. DanielSgeo

    Engineer of Record

    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...
  6. DanielSgeo

    Software for rigid inclusions / settlement reducing pile design

    Check out geogridbridge from I think Virginia tech/vdot
  7. DanielSgeo

    Hydrometer/Sieve and Atterberg Limits results disagreeing

    USCS/ASTM defines fines based on Atterberg limits not particle size. Because of this, the hyd and atterbergs don’t necessarily agree.
  8. DanielSgeo

    Issue combining sieve analysis and hydrometer data using ASTM D7928

    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.
  9. DanielSgeo

    Issue combining sieve analysis and hydrometer data using ASTM D7928

    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...
  10. DanielSgeo

    Piled Raft Foundation

    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.
  11. DanielSgeo

    Piled Raft Foundation

    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.
  12. DanielSgeo

    Excessive grout take-up in coarse gravel layer - Down Hole Drilling - Rock Anchors

    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...
  13. DanielSgeo

    Excessive grout take-up in coarse gravel layer - Down Hole Drilling - Rock Anchors

    Wow that’s a tough spot. Can you get a tremie and a packer down there and then use a low slump grout like compaction grout piles?
  14. DanielSgeo

    Source code for multi layer elastic analysis of pavement (ELSYM5, BISAR etc..)

    USACE PCASE
  15. DanielSgeo

    Increasing in Bearing Capacity with Depth and Width (Cookies Cutter Geotech Report Recommendations)

    If you look at Terzaghis bearing cap formula it’s pretty self evident that bearing cap is a function of width and depth of footing…
  16. DanielSgeo

    Modeling concrete piles in slope stability analysis

    Landslides in practice by Derek Cornforth. I’m not sure if there is anything good online.
  17. DanielSgeo

    Modeling concrete piles in slope stability analysis

    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.
  18. DanielSgeo

    Latent Rock Anchors

    This is really neat I’ve never seen anything like this in the west.
  19. DanielSgeo

    Later earth pressures for anchored walls according to AASHTO

    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...
  20. DanielSgeo

    Later earth pressures for anchored walls according to AASHTO

    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).

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