Recent content by engTC

Hi KootK, So I have a triple story that use this steel frame from ground floor to roof (3*3m high). so if I make it as all pinned (base and connection) which means they have no lateral resisting capacity while provide other wall bracings for the structure. Does that mean I can use 3m as the...

Hi jayrod12, it is frame into the side? May I ask why will it make a difference? The column-beam is hidden in the wall.

Hi everyone. This question might seem stupid but I am still not very sure. Lets say I have two steel columns running in Y direction simply supporting a steel beam , which supports timber floor joist in X direction. Can I assume the steel columns are restrained in both Y and X direction or just Y...

Hi slickdeals, Thanks for quick reply. I just did as what you said, so the axial force from transferred column is 30kN. And the mid span moment in slab is around 48kNm. While the point load model shows only 39kNm only at mid span, which is less than the original model. Also, if moment is ignored...

Hi slickdeals, Thanks for your reply Can you please explain why it is safer for transfer slab design? Take the 2D model above as an example, pinning the bottom of the transferred column above will not increase the axial force output. However, the moment will be ignored in transfer slab design...

Hi KootK, Thanks for your response. I agree that increasing transfer slab will reduce the moment at transfer columns/walls. As I model the structure using the real transfer slab and the moment from the transferred walls are quite a lot (I didn't pinned any walls or columns although I reduce...

Hi KootK, Thank you very much for your help. In my opinion, the moment at the bottom of the column/wall to transfer slab is not the same as to the fixed end. It will not be just half the top moment, in fact, I think it will be greater than the top moment. Increasing the transfer slab thickness...

Hello all, I need your help regarding this. I have seen many plans that consider axial forces (dead and live) only when evaluating transferred loads to the PT slab, ignoring the bending moments from the transferred elements. I wonder if this is the normal practice? How can you make the concrete...