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  1. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    You and your pal seemed to think it was hilarious. And I was talking about the masonry load diagram.
  2. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Yes, there are ceiling joists than run across the bottom. At first, however, I pictured them to be connected to the walls not the supports. Like this: Of course I know now that this is a poor design.
  3. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Exactly why I posted the thread in the first place!!
  4. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Ehh, the diagram had openings in it. And if you're going to be rude I'd rather you didn't bother saying anything. Read the thread. I said this was hypothetical.
  5. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Hi ANE91, the lateral system is comprised of shear walls.
  6. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Okay. Its just in one of my books called "Design of Structural Timber to Eurocode 5" they have an example of a triangulated roof with a collar tie that is under vertical loading only.
  7. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Yes, I don't think it is. My apologies for calling it a truss.
  8. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Okay, guys, can I ask then, what is the best solution for me to design my roof? Here is the roof: Edit: by the way this is a loft space where I want to put a bedroom. Hence, why the horizontal member is at the height it's at.
  9. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Can I ask what you mean by not working out? What also is a big header? No, I don't. This is just a hypothetical project to keep me busy and to extend from what I learned at University.
  10. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Thank you for your advice, but what do you think about the internal forces being greatly increased? For example, the max bending moment is 70.23 kNm at the collar tie connection for a pin and a roller, but for a pin-pin it is 6.69 kNm.
  11. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    I found this method yesterday here: https://www.structuralbasics.com/masonry-point-load/ The guys says to take the loaded area of half the wall height. I wasn't sure if he meant for one storey on for the entire wall. I did the entire wall. This is what my truss looks like: The reason I have...
  12. S

    Help Designing Masonry Wall under Vertical load and Horizontal Point loads

    Hi, I am attempting the design the following masonry wall: The wall is under two point loads. One is vertical as you can see in the diagram that has a magnitude of 33.27 kN. There is also another point load and it is horizontal and going into the page at the same location as the vertical...
  13. S

    Stress on a Steel Plate Connected to the Flange of a Beam

    Hi HTURKAK, If the plate was welded and connected at both sides of the flange, would you not take moments from the centre of the beam? So Med becomes Ned*(0.36-0.127-0.05)?
  14. S

    Stress on a Steel Plate Connected to the Flange of a Beam

    Hi there, I am trying to solve for the stress on a steel plate connected to a steel beam, and I am just wondering if I am on the right track (This is the first time I have done it). Here is the FBD: Here is my calculations: So, I ask, am I on the right track? Do I need to consider...
  15. S

    Dispersion Line for Padstone

    Thanks for your feedback. I think I will use a column to support the beam then.
  16. S

    Dispersion Line for Padstone

    Hi there, I am currently designing a padstone to support a beam with a 77.63 kN end reaction. I am following the British Standard BS 5628-1-2005. The BS code provides the following Figure for the design: We see that the dispersion line illustrates the stress distribution at a 45 degree...
  17. S

    Derivation of First Storey Shear Rigidity for a Rigid Frame

    Would it be possible for you to demonstrate this with some numbers - E, G, C, Q, h, L etc? Because even though I have some experience using the moment distribution method for beams, I am unsure how to apply it in this case. I like to learn how to use the stone axe, because it helps me learn the...
  18. S

    Derivation of First Storey Shear Rigidity for a Rigid Frame

    Are you there, HTURKAK?
  19. S

    Derivation of First Storey Shear Rigidity for a Rigid Frame

    Great! I am very glad you have a clue! :) I'm glad you mentioned that about the top storey, because I want to derive the expression for GA in the top storey. The point of contraflexure, from my observations, can be a as small as 1/4 the length of the column (going upwards) for the top storey...
  20. S

    Derivation of First Storey Shear Rigidity for a Rigid Frame

    Are we all clueless on this?

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