cheers again all. As usual lots of great information... So GG1 - how would you specify geo surveys in such circumstances? I am referring here to pretty simple schemes, and low risk, so typically there will be a borehole with SPT, and some samples taken in case testing is needed. So would you...
Thanks for the info guys! In this specific case it’s not in the water table. But I’m interested in the general thoughts around this subject as well as the specifics for this case. Which is really less of a concern.
Hi - not in a seismic area (UK). So how would you go about determining the undrained strength? I assume you are referring to carrying out a shear box test?
Tiger guy. Yes I like to think ahead. Not sure why the judgemental tone. It was just a question. And it would be very strange to surcharge Ground or pile for a small equipment slab where settlement is if little consequence. Each project and circumstance needs to be considered on its own merits...
Hi all. Thanks for responses so far. Sorry been offline. So this case, it’s very lightly loaded equipment slab. Settlement
Isn’t a really a concern specifically. Pressure applied at ground only around 30kpi. The zero spt is about 5-6m Down. I don’t really have huge concerns on this one I...
Hi Interesting - or not, question. If you had a SPT of zero quoted for loose sands at depth (several metres down but in the influence zone), how would you correlate that to a friction angle or allowable bearing pressure ultimately? its a simple pad, nothing serious on it in our case. How would...
take the load (say in newtons if thats the programs units). Divide by settlement and elastic shortening (which wont be much). Normally use about 10mm in total. So for 600 kN pile 600000/10. assuming the spring unit is N/mm
interesting. I am aware of projects where the detail has been commissioned by the contractor to an intent drawing. Which in the situation you describe, where you get to review them, seems fine. I suppose its swings and roundabouts whether that's the most efficient. We've had issues in the past...
interesting - seems like a high risk of delays and pauses when someone figures out if its correct or queries are answered. I assume the rebar schedule is produced off a rebar 'intent' drawing by the designer? but it seems odd the designer then doesn't have to approve it at least. I've reviewed...
quite interested if I am reading this right and practice in other parts of the world. Here (UK), we would design and produce RC drawings and a bending schedule. The contractor (normally) would send off the schedule to a bar benders who would make the bars as per the schedule, send them to site...
thanks for the reply. I am based in Uk and we dont use that code. so was trying to compare a set of calcs with out limit state approach. So was trying to understand what category A and B would be. As all i have is 'designed to B' which seems conservative for the case we have
Hi can someone list the design categories used for FOS on the material strength. I am reviewing some calcs and comparing them to Europeon standards. I believe there are categories A,B etc...
if your asssumptions potentially change your solution and you need them to be verified by others yes. If something is integral to design - such as phasing etc then yes. In UK we have CDM regs and i would say passing crucial design info like this is legally obliged here. and common sense to do...
personally I wouldn't be sending off calculations until you understand the reason why. It could easily result in someone, possibly unqualified , firing a load of queries back at you and eating up your time. Or someone pouring over it and making, possibly, unsubstantiated claims about your...
I dont the the engineered fill affects the soil below. engineered fill is normally used to replace weak or inconsistent soil close to the surface - not more than a few meters or its generally cheaper to pile. Regardless of the strength of the fill you governing factor will likely be the...
Test the PH of the liquid. use a dye in the tank (guess that may not be reasonable due to size).
wait until the acid would have theoretically be expunged.
not sure why it would leak through the wall/floor - what is the joint detail?
600mm slab - cover and half bar dia. say 600mm- 75mm (pile projection and point of load application) = 525 - cover (40mm) - mid point of bi driectioal bars. (say 20mm bars so 20mm) = 465. 2d = 930mm.
which ones are overlapping? they would need to be 1860 approx apart?
back to if they are...
