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@driftLimiter Do you know how programs like ETABS deal with rigd, semi-rigid and flexible diaphragm behind the scene? Can you please give an example?

Thank you very much. That makes sense. Does that mean a semi-rigid diaphragm is better and realistic?

I don’t understand. Doesn’t that mean the proportion of shear to the core at the lowest level is not as much as what it is at levels above? Why does the cumulative shear reduce!

Thanks for the doc. I will have a look. Just a quick question before I go through these doc, without running non linear analysis like push over, how do you evaluate the plastic hinge region since my above process is wrong? Can you give ur steps if possible? It is a general question and I was...

Hi STrctPono Thanks for your reply. I understand the concept of response and I actually had cracked the walls and run a ductile analysis. What I was not sure was how to evaluate the plastic hinge region after this. As you mention about moment curvature, is the following process correct? Step 1...

Thank you StrctPono and HTURKAK can you please elaborate on how to evaluate after this? I run a non ductile analysis first and check the the stress under EQ combo. Understand that pushover can be performed but like I said, is there anyway to estimate which walls are in plastic hinge region...

Without running non linear analysis, is there anyway to evaluate where the plastic hinge is going to be under EQ? I have a run elastic analysis and can see that not only the core wall cracks but also some other walls crack as well. Should I consider these cracked walls as plastic hinge as well...

By "coupled" walls I mean these walls can form a box section like what we normally do while "uncoupled" means they are separated. I tried to make these walls work together like a core by using typical cast-in plates between two panels but the shear is too much for these plates. I am not...

Thank you. I will have a look

Client wants to use precast core wall so I model them normally in ETABS. But the shear is too much so I end up using joints instead of cast in plate but client is not happy with this. So, as I test, I build two random 40mx25m x 10 story building models with one model walls normally while...

I was curious and used Space Gass 'design to NZS3404' and it looks like Space Gass doesn't design to torsion regardless. Is there any software that design to torsion by any chance?

Thank you very much

Hi Agent, Thanks for your help. I got induced minor moment, the warping moment and st Venant torsion by using the AISC and SCI but couldn’t find the corresponding formula in AS4100 to applied them for combined actions check. Unfortunately I don’t have New Zealand standard. Can you please let...

Hello. Does anyone know how to design steel beam in trosion to AS4100. After getting the warping moment & pure torsion. How do I applied these actions to check the capacity? Any examples? Thank you.