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  1. hardbutmild

    Strut-Tie - Tie Development at Nodes (Starter Bars)

    @KootK I'm sorry, I don't feel like adressing all of your comments. It may be bad etiquette, but I just feel like we're missing each others point. I think I just realized you're talking about no stirrup solution and I was thinking that OP drew some stirrups there. I never used or even saw a...
  2. hardbutmild

    Concurrent Active and Counteractive Dead Load

    It makes no sense to split the loads from the same source. That is also why in HTURKAK's post you don't see it being split - this is specifically stated in eurocodes and I guess it might be somewhere in every code (somewhere at the beginning where general stuff is). I would define active and...
  3. hardbutmild

    Strut-Tie - Tie Development at Nodes (Starter Bars)

    I do not agree. Most experiments are done on a single bar pulled on one side, so the other leg has a force of 0... and still increasing the bend diameter helps. Look at this paper for example...
  4. hardbutmild

    Strut-Tie - Tie Development at Nodes (Starter Bars)

    How does the "increase the bend" idea work then? I was under the impression that it spread the load and reduced the stress inside a bend. Here's a figure from ACI. If the bend is decreased the strut area decreases and stresses increase, or am I wrong? EDIT: Sure, when you have usual dimensions...
  5. hardbutmild

    Strut-Tie - Tie Development at Nodes (Starter Bars)

    I don't get why not use a loop? It should have an instant anchorage. Also @KootK why is the node of the same size in both sketches? Shouldn't the node on the left be smaller? I guess it depends on the whole structure, but here we're talking about the strut "hanging" on that tie. It's primarily...
  6. hardbutmild

    Strut-Tie - Tie Development at Nodes (Starter Bars)

    ...You could also add transverse bars inside the bend, that will also increase the allowable stress. For example, if you have a 90° bend and mandrel is 10*D - adding 2 transverse bars of the same D will give you a 40 % increase in the allowable stress (this is according to the new eurocode 2).
  7. hardbutmild

    Reinforced concrete stress/strain - with Moment and Axial Load - Service loads

    I did an example in an earlier thread: https://www.eng-tips.com/threads/stress-in-cover-plate-in-uncracked-concrete-beam.520352/#post-9000814 Picture should be here also: https://res.cloudinary.com/engineering-com/image/upload/v1718980099/tips/001_xg95yh.png You should be able to see there how...
  8. hardbutmild

    Strut-Tie - Tie Development at Nodes (Starter Bars)

    Why not make a whole loop instead of making an L shape (this would look like a vertical hairpin)? According to my understanding of Leonhardt's book "Vorlessungen uber massivbau" the whole loop (of course when both legs are in tension, he calls it "schlauf") develops almost instantly (I'm bad at...
  9. hardbutmild

    Pinned Concrete Slab to Concrete Beam/Wall Connection

    ...they transfer - as long as it's statically determinate (and not a mechanism) and as long as you transfer all the loads (if the sum of bending moments is w*L^2/8 and sum of shears is w*L). Larger deviation from the elastic solution means more cracking so that may be a problem. Hope this helps.
  10. hardbutmild

    How to make this wall work with the cramped space?

    I did not check the numbers since I’m not that familiar with US units and load combinations, but it does not look like it should be that unstable. I have two things to say: 1) I would not generally consider the help from a sidewalk unless I really need it, I’m certain that it will stay there...
  11. hardbutmild

    Seismic Retrofit Argument

    I'm confused, could you explain this?
  12. hardbutmild

    Seismic Retrofit Argument

    It's highly geography-related I guess, it's very VERY different here regarding cars. Fines for that would be huge and usually people drive really old cars that need a lot of maintenance. But my point is that everything in this world needs a check-up now and then. We even require it for people -...
  13. hardbutmild

    Seismic Retrofit Argument

    Why do we even make a design life if after it has expired twice we still say "oh this is fine"? It's ridiculous. How long should we let buildings stand without a repeat calculation - 200 years, 500, 2000, until it falls down? If you want to use a car you need it to pass a test every year...
  14. hardbutmild

    Can I treat a concrete shearwall like a perforated shearwall?

    What would be an example of that? A free-standing wall? I know you're trying to make fun of my question, but in regular cases there are walls in both directions. It's not an outer basement wall because of the holes. The only realistic scenario that even comes to mind is outer wall exposed to...
  15. hardbutmild

    Development length for main bar in tension in pad footing with ribs

    Yes. This foundation looks really unusual, I've never seen anything like that.
  16. hardbutmild

    Foundation Stability Factors of Safety

    I think they use ASD all around the world. This is interesting, I have never heard of that. It maybe comes from an idea of a dynamic response of a rigid block - you need a larger force to overturn the block if the load has a large frequency compared to a static load. It's just my attempt to...
  17. hardbutmild

    Can I treat a concrete shearwall like a perforated shearwall?

    In what situation would you consider out of plane strength of the wall? I always assume it to be pinned and transfer the load to the walls in the other directions. It seems more reasonable to dedicate elements that transfer load in each direction separately than to simply assume that everything...
  18. hardbutmild

    Guidelines for anchor bolts in brick and mortar deck

    So bolts are supposed to be anchored to the masonry? Not a good idea in my opinion. You could have a tensile failure of a brick or the whole brick pulled out of the mortar. Why not make a concrete footing below the masonry?
  19. hardbutmild

    Help Identifying a Floor System

    Nope, it would crush. That is a completely different type of failure. But surely if this type of failure is possible there should be at least one photograph of any arch/vault/dome failing by punching... or some scientific paper about it. I just disagree, sorry. Look at this work (it's about...
  20. hardbutmild

    Is it a Splice or not?

    In eurocode this would be 10 bar diameters as this is the minimum, either splice for that length or embed in a beam for that length. It seems he went with 20 diameters, it does not seem extreme to me. That said it depends if you need to consider other things, e.g. if this splice is important for...

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