Recent content by Scotty Boy

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

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.

Exactly why I posted the thread in the first place!!

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.

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

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.

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

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.

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.

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.

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...

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...

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)?

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...

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