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I'm attempting to use Annex D of EN 1990 to determine the design resistance of some threaded inserts welded into a steel plate, based on test data. It all generally makes sense, however I'm not clear on what the value of the conversion factor, ηd, should be (see below) The description from...

I agree with everything you say LittleInch. This is essentially a self-build project so the owner/builder is keen to explore ideas, even if a bit novel, to find a 'cost effective' solution that works with the access difficulties and geology (relatively thin layer of riverbed silt over chalk)...

The actual application is mooring piles for a houseboat that, rather than being driven in to the ground are to be fixed to a ballast box, dug into the river bed and filled with the river bed arisings. The area of the river bed is tidal but usually dry and only flooding a few times a month, so...

Thanks for confirming LittleInch. Is quantifying the effects of suction simple, by any chance? Martin.

I'm not a geotechnical engineer so just wanted to check my thinking: If a soil has a saturated density of 22kN/m³, then what force would be needed to lift a 1m³ bucket full of this soil off the sea bed (assuming the bucket is weightless and has no 2volume)? Assuming a sea water density of...

Many thanks for your input HTURKAK, interesting and useful. Martin.

The penny hath droppethed. [bigsmile] Martin.

And if I was looking at occurrence over a 3 year period, the powers in those formulas would be 3, rather than 2, is that correct? Martin.

Thank you very much bones. Martin.

I think this might answer my questions, I'll take a deep dive when I get the time! https://en.wikipedia.org/wiki/Return_period Martin.

Hi bones206, thank you for your reply. I see you're based in the US (I'm UK), but those figures (0.9, 0.98) look very similar to the cprob values in the Eurocodes, although for 50 year return according to the formula in EN 1991-1-4, cprob would be 1.00 (our wind speed data is based on 1 in 50...

If a structure is designed for a 1 in 10 year wind event, but is only installed for 2 years, what is the likelihood of the structure receiving a 1 in 10 year wind event? And what is the likelihood of the 2 year installation receiving a 1 in 50 year wind event? I'm not sure if these are simple...

Thanks all for the replies, very useful to get a range of views. Martin.

Thanks HTURKAK, I agree shimming also, but I suspect that will also obstruct the grout and ramming. Martin.

I have a steel fabricator who propose to grouting a steel column head plate to concrete soffit over. My feeling is the only way to do this effectively would be to shutter 3 sides of the head plate and ram in a non-shrink grout mixed to a dry pack consistency. My other feeling is the chance...

Rb1957 yes, I agree the friction can be overcome locally, but to my mind, the block can't move until friction is overcome globaly, as the block base is ridgid. I.e. if the block starts to move then all of the block/ground interface is slipping, hence the sum friction is W x my. My guess is the...

@desertfox, I'm fairly certain this is not the case. Martin.

Yes, rb1957, you're right to call me out on the movement/stress/strain statement, it isn't quite what I meant! I was trying to make the point that as the block is effectively rigid, no movement will occur until the base interface shear exceeds the friction resistance at all points on the...

I still don't think that is fully correct though, as only one half of the summed stress diagram will be at the maximum 'sliding' stress (i.e. friction resistance), which means the other half still has some reserve friction capacity to be overcome in order for the block to move. But it's...

@BAretired, my thought is the block either moves, it doesn't move. The block is rigid, so either all friction is overcome simultaneously (at the same 'stress'), or the block doesn't move. The approach I think I'm going to adopt is basically what jayrod has shown, but with a 'plastic' (i.e...