INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Jobs

Super Soft Clay

Super Soft Clay

(OP)
What is Super Soft Clay? can any one say about characteristic of this kind of soil? is this soil liquefy?

RE: Super Soft Clay

This doesn't sound like a standard description. Are you in the states?

RE: Super Soft Clay

(OP)
Dear JedClampett Sir, I have such kind of soil 20 m below general ground, which contain about 65% of Natural Moisture Content, arround 60% Liquid limit, Plasticity index 15, Field SPT N value 8 with SPT hammer efficieny of 45%, soil contents about 5-8% organic matter, undrained shear strength is about 50-70 Kpa... is this Super Soft Clay...whats kind of phenomena happen during earthquake? is this soil behaves like Water or i mean Liquefy?

RE: Super Soft Clay

First I suggest you talk to the geotechnical engineer for the project about the beavior of the soil, not just during an earthquake, but during the life of the project.

Second, generally speaking clays don't liquefy. This doesn't mean that there will not be displacement due to a seismic event. Again, the geotechnical engineer for the project can help with that analysis.

Lastly, 50 to 70 kPa is not super soft, not even soft. This equates to about 1,000 to 1,500 psf which we consider stiff clay. Th fact that your moisture content is above the liquid limit, but your strength is pretty good indicates that the material is sensitive to disturbance. Again, you need to discuss your project and the impact of this material with your project geotechnical engineer.

Mike Lambert

RE: Super Soft Clay

(OP)
Dear GeoPaveTraffic,

according to A. Fakher, Lecturer, Department of Civil Engineering, Tehran University, Iran, Clay having a very high water content behaves neither like a liquid nor like a solid, it has very little shear strength but some times Shear strength may varie from <0.1 KPa to 1000 of KPa, which is case sensative and can be termed a super soft clay. clay is neither a liquid nor a solid; it is a material with characteristics bordering between the two. It may be defined as a soil with no practical bearing capacity, often displaying a fluid-like consistency and behaviour.
Similarly, you should be clear that there were many cases, Flow liquefaction occured in Clay having Plasticity Index greater than 20, having Liquid Limit > 50.

I think, You may not gone through recent study over liquefaction, please once search liquefaction on clayey soil and reply me.

RE: Super Soft Clay

I don't know the term "super soft clay", but the properties you list classifies it as a silt. You might want to read about the Turnagain landslide near Anchorage during the 1964 earthquake. The formation called the "Bootlegger Cove Clay" is a sentitive silt with water contents above the liquid limit. During the earthquake, slides formed in a cliff overlooking Cook Inlet and progressed many hundreds of feet back into the plain. Each slide block continued to move into the inlet on a layer of greatly-reduced shear strength while new failures formed behind it.

I don't recall the index properties of the Bootlegger Cove Clay, but your soil sounds similar. Be careful!

RE: Super Soft Clay

I think there is a terminology problem:
Terminology:
 "Sand-like" (or cohesionless) refers to soils that behave like
sands in monotonic and cyclic undrained loading. Onset of
strength loss and large strains is "liquefaction."
 "Clay-like" (or cohesive) refers to soils that behave like clays
in monotonic and cyclic undrained loading. Onset of strength
loss and large strains is "cyclic softening."

RE: Super Soft Clay

2
I stand by my original reply.

As I indicated, "generally" speaking clays don't liquify. Strain softening, yes, but that is not liquifaction.

Again, the strengths are are reporting are not soft. Clay with strengths that you report would be fine supporting fairly light structures under most conditions, therefore it does have a practical bearing capacity.

Could your clay loose strength due to remolding in an earthquake due to sentivity, maybe. But an online form is not the place to be getting advice if you have that kind of problem. You need people experienced in the local geology and who understand the seismic risk.

Mike Lambert

RE: Super Soft Clay

Agree with GPT...also, based on this and another post, I believe your clay layer is quite deep below a very dense sand layer.

Unless you have some extremely high column loads or a huge mat foundation with high loads, I wouldn't worry too much about your clay layer.

RE: Super Soft Clay

Just a point - what is the sensitivity of the clay? The term seems to be a "made up term" linked to a particular professor or region. We have many clays in Canada where the natural moisture content exceeds the liquid limit - typically, they are sensitive - go past the peak strength and you get a sharp and quick drop-off in strength. Important for soil mass movements (landslides, etc - see Leda Clay).

RE: Super Soft Clay

(OP)
Dear friends thank you for your kind suggestions, now problem my PGA is arround 300 gal, and soil is classified as group D-E for site amplification factor for zero-period spectral acceleration (LRFD Article 3.10.3.2), so please give me some suggestion is this clay softaining during earthquake?

RE: Super Soft Clay

(OP)
For GeoPaveTraffic,and CVG

From AGMU 10.1

Low plasticity silts and clays may experience pore-water pressure increases, softening, and strength loss during earthquake shaking similar to cohesionless soils. Fine-grained soils with a plasticity index (PI) less than 12 and water content (wc) to liquid limit (LL) ratio greater than 0.85 are considered potentially liquefiable and require liquefaction analysis. While PI is regularly
investigated for pavement subgrades, it has rarely been considered in the past for structure soil borings. However, in order to investigate liquefaction susceptibility of fine-grained soils, the plasticity of such soils should be examined when conducting structure soil borings. Drillers should inspect and describe the plasticity of fine-grained soil samples. Low plasticity finegrained
soils, particularly loams and silty loams, should be retained for the Atterberg Limit testing with the results indicated on the soil boring log.

What happen if my soil is clayey silt? is that liquefy now? if my PGH is arround 300 gal?

RE: Super Soft Clay

To answer your question, you would need to 1) have the PI data for the soils, and 2) perform a liquefaction analysis on the soils.

You seem to have all the information and answers, so why are you posting the question here? We are not going to run the analysis for you.

As has been pointed out, strength loss and movement of the clay or any soil are possible due to a seismic evenet whether the material liquifies or not.

Mike Lambert

RE: Super Soft Clay

(OP)
Actually I’m worried only about soil having high moisture content than that of Liquid Limit can loss strength during earthquake and behaves like a liquid of not...Whether i have to consider higher level of safety factor or not?

RE: Super Soft Clay

From my experience, if the natural water content is greater than the liquid limit, it's either a sensitive clay or an underconsolidated clay (silt?). Considering that we don't know the site location it's hard to make any conclusions other than it's not likely to be underconsolidated if it's overlain by a dense sand. I'd say you are dealing with a sensitive clay (silt?). Depending on the strains during an earthquake, who knows what'll happen. Please updated us when you complete your analyses.

Have you done any crosshole shear-wave testing to derive the low-strain shear modulus?

f-d

¡papá gordo ain’t no madre flaca!

RE: Super Soft Clay

(OP)
Dear sir,

I have six different borehole, i have some physical tests, i have NMC, LL, PL, PI, Unconfined compression data, Triaxial data, Consolidation data, Seive Data with SPT value, but dont have any dynamic parameter like shear wave...due to limitation of technology and cost available on my country i have no any other option for deatail field works and further analysis...neither we have any software nor standards or books. We are still following old books and mannuals i.e. from late 80's.

So i need modern methodology, codal provison and findings from you guys.

We are still using cast insitu bored pile, no driven pile nor precast pile within my country.


Even bored pile is uncased....

So whats ur suggestion for me, to resist 2000 KN of load with single cast insitu bore pile for Road Flyover....

Soil Parameter,

Layer 1 SPT Nfield-6, from ground to 11 m, silty sand, Phi=31
Layer 2 SPT Nfield-50 average, 11m to 20 m, Coarse sand, Phi 34
Layer 3 SPT Nfield-6 average, 20 m to 100 m, clayey silt, c=50Kpa, LL=60, NMC=70, PI=15, cc=0.4, clay=9%, silt=85%, organic matter=6%
For liquefaction analysis PGA=300 gal,

If any one have any idea please advice me depth of required pile, if 1500 mm dia pile will preferred?

RE: Super Soft Clay

you see, I can't help you with the liquifaction problem. It seems to me you could evaluate bearing in the N=50 layer and then determine how much settlement would occur in the underlying clay. I use English units, so your 2000KN load is about 250 tons. May need a couple of piles.

I have always been under the impression that below 40 ft (13 or so meters), liquifaction is not an issue. Too much confining pressure.

f-d

¡papá gordo ain’t no madre flaca!

RE: Super Soft Clay

(OP)
Thank you, very much...ok i will conduct bearing capacity analysis, please let me explain little about possibility of clay softening in above case...how can i check it with out any dynamic wave test?

RE: Super Soft Clay

Do you understand how to evaluate settlement of a pile group?

f-d

¡papá gordo ain’t no madre flaca!

RE: Super Soft Clay

(OP)
yup i can evaluate pile settlement, based on canadian practice and Indian code of practices...juss im unkown about clay softening calculation..or evaluation..

RE: Super Soft Clay

(OP)
I have also some comment on Canadian practices of evaluating capacity of single cast in-situ bored pile based on N value, I think that is suitable for dense coarse sand only, not suitable for loose sandy layer....are i'm correct?

RE: Super Soft Clay

Kpaudel - You should sit down with a pot of coffee and study this:

http://cee.engr.ucdavis.edu/faculty/boulanger/PDFs...

That's probably the best source on clay with cyclic loading available at present. If you have access to the ASCE Jnl of Geotechnical Engrg., look for a paper by Tim Stark and Ivan Contreras on the 4th Avenue slide in Anchorage, Alaska, in the same 1964 earthquake as the Turnagain slide that aeoliantexan mentioned, maybe 10 years ago. It may be referenced in that report I gave you the link for.

Interesting that the water content is greater than LL at such a great depth, with N ~ 8.

aeoliantexan - Are you in the town of Aeolian (Eolian?)? Must be windy there.

Regards,
DRG

RE: Super Soft Clay

Dear Kpaudel since you've been using quite a large amount of testing methodologies and still searching for an answer, my humble opinion is that probably the equipment that would provide you with additional, and probably more reliable, data would be the SDMT. The Marchetti seismic and flat dilatometer is indeed the best piece of equipemnt you would consider in order to get mechanical behaviour of your soil in addition to Vs readings and to Kd. This latest parameter is only available from the SDMT and it refers to the horizontal stress index and is related with aging, pre-straining, cementation, consolidation...the history of your deposit. Kd is also rising an huge interest among all the most eminent researchers since during the latest ISC'4 held in Brazil last September, it has been demonstrated to be more suitable of any other parameter for CRR prediction.

Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members!


Resources


Close Box

Join Eng-Tips® Today!

Join your peers on the Internet's largest technical engineering professional community.
It's easy to join and it's free.

Here's Why Members Love Eng-Tips Forums:

Register now while it's still free!

Already a member? Close this window and log in.

Join Us             Close