Recent content by Scotty Boy

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.

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...

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...

Are you there, HTURKAK?

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...

Are we all clueless on this?

I am wondering if anyone is familiar with any of Bryan Stafford-Smith and Alexander Coull's work? I have their book Tall Building Structures, Analysis and Design. For rigid frames they express an parameter for the racking stiffness called the shear rigidity (GA). For intermediate storeys...