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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...

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...

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...

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...

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...

Dear all Can somone please direct me to the App 6/1 (im assuming that means appendix) referenced in Table 6/1 in series 600 highways earthworks. Cant seem to find it anywhere. thank you Ash

Dear all Im looking at an embankment which has suffered from susidence. Possible options are: 1) burrowing by animals has caused voids 2) embankment built in 1940s possibly not compacted properly CPt results indicate within the fill is silty snds (5/6 robertson material descirptions) im...

Dear all My understanding is for pile design - using the peak value would not be appropriate as the clays become highly distrubed and displaced during piles installation (CFa piles). BS8002 makes mention of phi res but doesnt provide any values. Where can i get values for phi res for soft clays...

Dear all I have to write a scope of works for a desk study - ive never done that before. can anyone advise or be kind enough to provide an example. Are teh main references for this to adhere to BS5930 and EC7? Help! Thank you

Dear all At waht point do you stop using undrained parameters and start using drained paramaters? wouuld a recomendation of anyting after 6 months is considered long term and drained parameters are need to be used. I have a slope which is stable using undrained parameters and fails using drained...

Dear all Can anyone recommend a software which will model flow nets for me? Im trying to install a 30m diameter by 10m deep circular shaft into gravel and want to see the variation and direction of water flow. thank you

Dear all Im struggling to find the famous paper by Card and roche where he define the correlation between DPN300 and SPT N300. the name of the paper is "The use of continuous dynamic probing in ground investigation" 1989.Card, G.B and Roche, D.P. If anyone can find it for me id appreciate...