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I think that perhaps you can provide examples...For driven piles, the soil ultimate capacity is reached when the pile is driven each blow (unless the set per blow is very small, and only in that case is there extra capacity that has not been activated). So, the capacity of the pile is still...

Hi BigH, thanks for your response to my question about the asphalt book. Sorry, I lost all my emails from the account that I used to communicate with you the last time... could you please send me your email address please?

Hi ! Can anyone recommend me a good reference book for asphalt materials (design and construction)? I need to do some literature research to answer some questions for an AC pavement that has some surface defects. Thank you !

I do not do soil modelling... but perhaps the strains for the longer surcharge may be more likely 1-D strains (vertical direction) while for the shorter surcharge, the strains may be more likely 3-D strains. The shorter surcharge acts like a footing. I also agree with EireChch - the extent of...

Thanks Ron. So basically, the contractor just need to redo the damaged areas...

We got our lab test results back. Void ratio are high and therefore the densities are slightly lower than the specified. The stability value is about 50% of the specified value which means that the strength of the asphalt is very low (bearing capacity problems??). Do you have any...

Thanks Ron !

Hi dhengr, we are working with the asphalt contractor but they are not sure about what type of tests can be done to check against this issue. We were thinking on density tests, penetration tests and softening point temperature verification tests but I was looking if anyone has other...

Not sure about the asphalt surface temperature but the outside temperature was 30 C plus for several days. Looking at the asphalt material properties, the softening point is 46 C. I would expect that the asphalt surface was close to the softening point temperature when this occurred.

Hi, what could be the best tests to verify the quality of the asphalt? New asphalt was placed 5 months ago but not open to real traffic yet. Client is concerned about tire marks are left on the asphalt. These marks are from steering the wheels without movement. Asphalt is PG 60/80 with...

Geologismiki was my first option since I am using their CPT software... I will look at the others as well...

I am assuming that the OP is working on pile foundations and using the cavity expansion theory from Vesic...

Thanks. I checked with Geologismiki but unfortunately the boring logs cannot be exported to Autocad. I would like the boring logs to be exported to CAD so I can add them in the design drawings.

I would use the large-strain shear modulus for foundation design. My understanding is that small-strains are used mostly for seismic applications.

My interpretation is that "half-space" is defined as the space to the boundaries in which an specific solution is not affected. For example, if you look at the settlement of a footing on a soil layer (say a uniform sand), and the footing is circular with a radius r, you can construct the...

Hi, can anyone recommend a good software for preparing boring logs? We have been using AutoCad but some people are not familiar with it so trying to find a software... Thanks!

Agree with f-d. The peak strength of specimens remolded at a W% higher than the LL (which simulates a normal consolidation condition for the same clay composition) is similar to the FSS of an overconsolidated stiff clay.

For drained analysis, cohesion intercept is normally assumed as zero (option 2 from Mike's post above).

Perhaps sample disturbance is affecting the TX CU results? Is your clay medium stiff/stiff or soft? Drained strengths may be more suitable for overconsolidated medium stiff/stiff clays. Do you have a drained cohesion reported in the test (this is typically assumed as zero but perhaps your test...

Thanks everyone for the great input. I am a geotechnical engineer so we provide soil parameters for uplift resistance to the structural engineer so I wanted to hear from other SEs the approach using the soil friction contribution to resist uplift forces in shallow foundations. If soils get...