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About Capacity

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  1. You must analyse your structure using EQU load combinations in EC. Normally we analyse using STR load combinations to design elements, but for equilibrium you need to use EQU load combinations. Then you need to anchor your structure using sufficient self weight of the foundations or using piles or similar.
  2. Do you design reinforced concrete foundation beams based on overstrength (capacity design)? You multiply for example column effects with Ohmega and Gamma Rd? Or do you use what EC8 also states, that one can design foundations based on elastic response (q=1) of the superstructure, which we designed for high ductility (q>3)? There is also one paragraph which states that for common foundations like spread footings and foundation beams one can use Ohmega = 1 and Gamma Rd = 1,4. How do you design your foundations under seismic action? Best regards
  3. Someone with special knowledge or experince in this area should comment, but for a staircase in industrial building you are overthinking this. For other cases I would decide based on importance, frequency of live load, expected vibration and effect on bolted connection. I think that most of staircases anywhere are designed with standard bolted connection with added safety factor (low utilization of the connection).
  4. I would say no. You don't need to design bolted connection of staircase as slip resistant. Walking on staircase is not an impact - it is causing vibration, but if this is not a staircase where 100's of people walk everday I wouldn't worry about it.
  5. Hi all, does anybody know of any good postgraduate courses based on Eurocodes and that are useful in practical design? I would like to continue my education, but I am unable to attend masters in a foreign country because of my work and family. I looked at some online masters in UK but still not sure if it's for me. Can anybody share any experiences? Also short courses are an option. I am limited to english language. Thank you
  6. I understand what concerns you. Basically you get crushing of top plate from both sides. Maybe in this case it is better to assume kc,90=1,25 based on sketches in the standard.
  7. EC5 allows you to use kc,90=1,5. In my view this is OK for point loads where it would be too conservative to use value 1,0. For ordinary stud wall with ordinary linear load I would take value 1,0 to check compression strength. If top plate in your example deforms a little bit more, I have no worries. It is not a critical detail. I hope you understand what I am trying to say.
  8. I frequently use kc,90=1,50. That's OK for big point loads, not common stud wall. For stud wall you should use 1,0 to eliminate undesirable wall settlement. You should know that you are checking compression strength in ultimate limit state. Just let it pass and be done with it Characteristic compression strength for grade C24 we use 0,25 kN/cm^2. Thickness of the plate.. It really depends. If there is little overhang (5cm) then I just want to use around 10mm plate or more. If there is large overhang (10cm+) then I construct vertical stiffeners. Usually I don't calculate as it would take too much time. One additional stud is probably cheaper then using steel plates + screws + ...
  9. Check the latest EC5. Bearing length you can take the real length + 3 cm on both sides (if beam continues on both sides). Also it is important which factor k_c,90 you take - it varies from 1,0 to 1,75 in some cases. Remember, the bigger the factor the more wood will deform under pressure. Your example I checked and it's OK. Instead of multiple studs you can use steel or wood based plate to create bigger bearing area. But most of the times I use multiple studs like you have. In your example 3 studs is enough. Force is the same on top and bottom of top plate, so you can have same bearing areas. For glulam beams there is a third option and that is reinforcement with screws (full thread) and bearing on steel plate.
  10. It has been a while since I designed steel moment column base, but here we go.. If you use capacity design, then you need to design the column base connection to full (plastic) moment capacity of the column + amplification. Plastic hinge will form in the column just above the base, so the connection needs to be stronger. Look for "capacity design" and "plastic hinge" in this document.
  11. If you don't want to load timber studs, then you need some kind of plate welded to the beam, with a longer vertical hole in the plate to allow bolt to move vertically. That is theoretically, you need to detail based on your situation.
  12. Check out this book - chapter on deep beams. Simplified method to control your FEA results.
  13. For example, if you hang a slab to the bottom of the deep beam. Maybe some of the concrete guys can point you in the right direction. If not, try to find a book for concrete design. LINK
  14. You need to calculate the stresses and reinforcement based on deep beam model. You underestimate the tensile stresses if you calculate it as a normal beam. Also you need to provide for hanger reinfocement if you have a load at the bottom of the beam. For references I'm not the right guy as I do little concrete design. But just to give you an idea. What about EC 2 - is there nothing on this topic?