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  1. Martin.H

    Pressure Coefficients of Freestanding Wall Adjacent & Adjoining Taller Building

    Thanks ANE91, good tip re. public databases, I didn't know that was a thing. I agree re. internal pressure being additive.
  2. Martin.H

    Pressure Coefficients of Freestanding Wall Adjacent & Adjoining Taller Building

    Does anyone have any input / reference on what the pressure coefficients would be for a free-standing wall that is close to, and adjoins, a larger building (like the picture below). My case is an open-topped temporary construction hoarding to a shop-front (say protruding max 1.5m from building...
  3. Martin.H

    Bolt bearing - reduction for 'edge' distance in hollow sections (SHS/RHS) according to Eurocode?

    Thankyou phamENG for pointing out the pin/bolt distinction, I had overlooked that and in my situation it is indeed relevant.
  4. Martin.H

    Bolt bearing - reduction for 'edge' distance in hollow sections (SHS/RHS) according to Eurocode?

    Always good to hear other's interpretations, it is appreciated. EN 1993-1-8 Table 3.4 might call it 'bearing failure', but in my view it's also considering tear-out and splitting failure. Reasoning: Why would bearing resistance be anything other than a function of Bearing Area x Bearing...
  5. Martin.H

    Bolt bearing - reduction for 'edge' distance in hollow sections (SHS/RHS) according to Eurocode?

    Hi HTURKAK, I appreciate the response but you're just repeating what I said in my post :). The reference I gave is for bearing resistance, but the k and A factors within those formula's are allow for edge failure, aka tear-out, of a single bolt. Block failure of a group of bolts is covered...
  6. Martin.H

    Bolt bearing - reduction for 'edge' distance in hollow sections (SHS/RHS) according to Eurocode?

    Should 'edge' distance reductions (i.e. EN 1993-1-8 Table 3.4 Ab and k1 factors) apply to an bolt in a SHS/RHS member, when loaded towards that members radiused edge (aka corner)? I put 'edge' in quotes as it's not a free edge subject to block tearing (as it continues around to the next face)...
  7. Martin.H

    EN 1990 Appendix D (Design assisted by testing): Conversion Factor value

    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...
  8. Martin.H

    Lifting force needed for a bucket of saturated soil underwater?

    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)...
  9. Martin.H

    Lifting force needed for a bucket of saturated soil underwater?

    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...
  10. Martin.H

    Lifting force needed for a bucket of saturated soil underwater?

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

    Lifting force needed for a bucket of saturated soil underwater?

    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...
  12. Martin.H

    Wind Event Probabilities

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

    Wind Event Probabilities

    The penny hath droppethed. [bigsmile] Martin.
  14. Martin.H

    Wind Event Probabilities

    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.
  15. Martin.H

    Wind Event Probabilities

    Thank you very much bones. Martin.
  16. Martin.H

    Wind Event Probabilities

    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.
  17. Martin.H

    Wind Event Probabilities

    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...
  18. Martin.H

    Wind Event Probabilities

    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...
  19. Martin.H

    Grouting steel column head plate to slab soffit (i.e. overhead grouting)

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

    Grouting steel column head plate to slab soffit (i.e. overhead grouting)

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

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