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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...

any references for this? so if its the same load, then just double it at the point they intersect?

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...

unfortunately i havent -any thoughts?

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

Dear all Im modelling a slope in Geo5 slope stability - any ideas how i could model animal burrows and their affect on the stability of the slope? Thanks A

Dear all when determining the dpeth of borehole the genreal rule is 2-3B or when stresses imposed by the strcuture equal round 20% at the corresponding depth. however should the desk study indicate bedrock - hwo deep into the bedrock should you core and test? 1m of good quality bedorck would be...

how do i compare the preconstruction soil to that which is below the abutments foudnation without being able to sample that area?

fatdad - i have no hisotirlca data on the ground or testing prior to or during construction. how would i be able to compare if i dont have any stress hisotry?

Dear all Im looking at a bridge which has suffered from settlement since construciton 20 years ago. It is beleived the abutments were built on mass concrete fondations on Weald Clay, and this clay wasnt allowed to presoncolidate fully due to time constraints. How do it test the clay beneath the...