run Atterberg limits. Replicate the LL on an oven-dried sample. Gauge if the LL was reduced by more than 25% (i.e., <75% of its original value). May be an OL or an OH? Data may be real.
These soils are highly prone to long term secondary compression - i.e., decades and decades!
f-d
ípapß...
just run a normally consolidated DDS with the sample hydrated to the liquid limit. Peak is FSS, residual is residual.
Not to take away from Tim's correlations; however. But, if you have a lab, run the test and record the value. I don't believe you will get there with a CU-bar or a...
ongoing settlement over decades certainly seems related to the problem. Seems a, "pop-type" failure, for sure.
Live load considerations?
Shoreline rebar deterioration and or inadequate cover from the onset.
Such a catastrophe!
f-d
ípapß gordo ainÆt no madre flaca!
100 percent of all design strength is obtained on saturated soils.
It's a fallacy to say that when soil gets wet it loses design strength.
Critical void ratio is a factor.
f-d
ípapß gordo ainÆt no madre flaca!
I think I'd use modulus for residual soils. There are a few exceptions, like the epi-Karst elastic silts. Then I'd use Cc, Cr, Cv, Pp and Po.
f-d
ípapß gordo ainÆt no madre flaca!
build an MSE (mechanically stabilized earth) retaining wall. Install a perforated pipe in the reinforced zone. Provide no wall drainage. Use clayey sand backfill and poor backfill. Instrument it.
Charge the perforated pipe with water.
Watch what happens.
f-d
ípapß gordo ainÆt no madre flaca!
somewhere behind the scene is the subject of critical void ratio.
I'm not sure I can easily contribute much more as this is a complicated topic that's seemingly an easy question.
f-d
ípapß gordo ainÆt no madre flaca!
you listen to, "Acid Jazz?" I kind of enjoy that subset too!
Yesterday, I had Brooklyn Funk Essentials on the audio and wondered. . .
Brooklyn Recycles was the tune. You may like it?
Google it on YouTube to get an idea of that group.
I also like Karl Denson and his various groups. I think...
Hi Azza, Yes, you're example is my approach. The shift is along the Line of Optimums, which is how you drew it.
There was a provisional ASTM on this topic. My former boss, Steven Poulous drafted it. He was a founder of a US firm, GEI.
f-d
ípapß gordo ainÆt no madre flaca!
When we going to see Monk?
Sure, Coltrane and Davis get big press, but Monk? So great!
Thinking all the CTI jazz is too produced for your tastes, eh? I really got into those albums, back in the early '70s. Hubbard, Turrentine, Benson, etc.
You are calling up names I've never heard of, but...
DM 7.1 has all sorts of correlations. Lade and Lee also published on correlations. CGPR (Virginia Tech) has correlations to SPT. Paul Mayne, correlations to cone penetrometer.
There are correlations to permeability, based on grain size.
There are water content correlations to secondary...
a lab proctor is accurate for that sample only. Small changes in clay content, grain-size, etc. can affect the ultimate MDD. If you take a sample from the field and run one point on the field sample, you can walk that proctor point onto your lab curve and see if it falls reasonably onto that...
I'm in complete agreement with BigH. I have also worked in non-US countries and know that what we do as customary is not so much in other places.
f-d
ípapß gordo ainÆt no madre flaca!
Regarding the initial inquiry: Nothing wrong with sand cone data. I don't like 0.5m lifts; however.
A watchful eye is important. During a work effort, they will spread and fill various areas - perhaps simultaneously. Each of these work areas warrant testing, as these work areas are unique...
