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something is wrong with you data, acquisition system, geophones, or calcs. Soil and rock can have negative v.

We use recycled demo material in the UK. I have seen terms like less than 1% by weight of deleterious material (i.e. wood, plastic, etc). Assuming 1% of a unit weight of 1800kg/m3 is 18kg. It would actually take a considerable amount of plastic to get to 18kg. I needs to come down to the old...

I think you need to contact a geotech, you need someone who knows the local material and how to interp lab testing. Its not a case of which is more appropriate. You need to do both. When you work with a material and know it well you can generally know which case dictates

What slope angle is it and what is the soil, looks like a gravelly CLAY. It also looks like the turf didnt have time to bed in a form some roots into the slope. You can see how its come off as a carpet.

Thanks for the replies all. Dik - I have only ever known K0 to be related to phi angle, so it was news to me. The reason I posed the question was that an engineer in my office was arguing that k0 = 1-Sin (phi) and that phi in undrained condition is 0 deg so K0 there for equals 1. K0 is 1-Sin...

PEinc- that link tells me that k0 is based on poissons ratio? Is that how you derive it? Also- do you consider different poisons ratios for drained and undrained condition? Does k0 changed if it’s drained or undrained ? I am having a debate with a colleague and want to get a feel for what the...

Can someone tell me what k0 for normally consolidated Clay soils, in the drained and undrained condition is? TIA

Yes, in Eurocode 7 it specifies that you have to take the worse credible groundwater table. Considering you have groundwater strikes from boreholes (which can be unreliable) and not long term groundwater monitoring, then i think a groundwater of 0m depth is appropriate.

Since it was at 1.2m in August, I would conservatively take it at 0m depth.

A normally consolidated clay can have a cu of 100kPa if its taken from deep enough. plot your mohr circles to get some better answers from others.

the first thing I would do is to plot your total stress and effective stress mohr circles, see if the data looks reasonable. I would also check your skempton B pore pressure parameter. The answer option of 'was it under the asked conditions' leads me to think they might be asking, was it...

GG1 did you ever find this reference, funnily enough I am in need of it now !! I have a stable slope and trying to do a back analysis to justify parameters!

How much has it moved?

The BS8004 correlation is used as a supplementary check. Ideally you would have SPTs which are actually useful in sands/gravels. I would never use uniformity coefficient on its own to determine phi.

It could be any combination of c' and phi'. You need to know ball park numbers from local knowledge.

50mm is a lot and Pyrite swelling can lead to huge displacements. In the UK/Ireland there have been major issues with blocks that were made with aggregate that contained pyrite. Whole houses are being knocked down because the pyrite is swelling and the blocks are crumbling. So yes it can lead...

Considering you are not changing what was previously happening (i.e. site draining to neighbor) it does seem ridiculous. You need to get a face to face meeting.

MC every 1 ft! that seems excessive. OP moisture content can be used to determine void ratio. Not a parameter that is used that much when assessing sand, maybe for seismic work. I think a good ball park, for a standard report that we would do, which would give a description of ground...

Without looking at the code, why do you think it wouldnt be allowed?

8*5m with 45kPa, you are talking 100mm plus of settlement so likely too much