Dear all
this test the lab ive scheduled the samples cant undertake due to internal back log. Clay samples are firm to stiff
Is there any combination of tests or test which will privide me with the same parameters.
The above test will prove me with c', phi' and phi critical (from what i...
Dear all
UK based - Is ground investigation a mandatory requirement - for small scale or large scale projects?
if so can any one provide me with clear references for this - im yet to be shown any.
of course not withstanding the huge benefit they provide but in trying to convince a small scale...
Hi
in Geo 5 you have DA1 and DA2 - is this the same as Ultimate limit state and Servicibility Limit State respectively?
or are these two completely different things.
I.e. im looking at sheet pile design - how do i know or decide when the SLS has been reached or the ULS has been reached - the...
Dear all
can anyone reccomend me some resources to learn how to calculate overlapping stress bulbs effects and the cumulative vertical stress.
textbooks website etc..
e.g if two wheels on a haul road, how will those combined loads affect a pipe in the ground.
thank you
Dear all
I understand about NHBC guidance and trees within vicinity of properties affecting foundation.
I have a sycamore tree aproximately twice th eheight of a 2 storey residential property.
The house is founded on sand and gravel according to BGS maps and hisotircla logs. Clay layer at...
I have some plate bearing test results giving the Ult bearing capacity for the subgrade which a piling platform will be formed upon.
How do I equate these values back to giving me a bulk unit weight and a friction angle so I can design the piling platform?
Could i do a cross comparison calc and...
dear all
I have a gdr which has undrained stiffness Euv=500cu
and drained stiffness Ev=300cu
and likewise for horizontal stiffness
Euh=1000cu
Eh' = 750 cu
i dont have any Eoed values for use in geo 5 modules - is there any correlation between the two?
this is for london clay btw.
thank you
Ash
Hi everyone
Why cant i use a capping layer like 6f5 as a starter layer?
It seems there are really only two types of material for starter layers 6B and c which are quite restrictive.
If used a 6f5 as a starter layer and placed a geotextile to ensure no migration of fines occured could that work...
Eire
I find all this quite confusing - the highways specs dont explain any of this so well - Are there any supplmentary resources you can advise i read to learn to understand all this better?
e.g. how thick should starter layer be?
how thick should the fill to strcutuures layer be?
how thick...
thanks Eire
This value of being less than 10 where did that come from? is that a requiremnts for all fills?
how do you assess if the unformity is within range or now.
so from my understanding my image can be classed as a 1A or 1B only.
is that correct?
also, for eg 1A 125mm it says 95-100% -...
Dear all
Im not clear on how this table works. i understand its based off PSD analysis however -
e.g. class 1 B states that 100% has to pass the 125mm seieve and less than 15% ca be within the 0.063mm sieve so where is the other 85%?
does it simply mean all the other boxes can contain mass...
Dear all
Was rotary coring into good quality mudstone interbedded with siltsotne
And sandstone. Recovery dropped and then the water rose to almost ground level and started bubbling!
We thought we either hit a service but felt it was unlikely 5 m down into bedrock. Or we’d hit a void and this...
Geomane/oldest guy so are you saying the burrow themselves arent an issue i.e. they wont destablise a slope or cause surface subsidence - however they lead to issues due to pathways for seepage etc..?
thank you
