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Does anyone know in ETABS column design how column unbraced length is calculated? Does it automatically take the slab thickness into consideration? Looks like the program does not consider the slab thickness but rather, simply take it as floor height?

Thank you. That was actually what I wanted to know. I would expect the vehicle in the warehouse to be not heavy by saying 'warehouse in particular'. From the architectural plan it has the a loading bay inside the building. That said, even if the trucks unload before entering the building, I have...

Sorry I didn't make it clear. The trucks are not limited to forklift only. The slab is in a slope site with part of it on ground only. And even with that slab-on-grade part it is deep fill underneath. That 3mx3m spacing is the beam to beam spacing with piers at each intersection. So it is...

Thank you very much

Thank you very much! Just want to confirm if I understand it correctly. So for A160, 160kN is the total for 2 wheels, meaning 80kN each wheel at 2m spacing laterally, While 360kN in M1600 is for 6 wheels, meaning 60kN per wheel with given spacing plus 6kN/m / 3.2m = 1.875kPa UDL. Correct?

Thank you. I can see there are many different trucks. Does Code specify what maximum loads or trucks to be used for for warehouse in particular? Does 80kN per wheel sounds ok to you?

I have a warehouse slab-on-ground that needs to be designed as suspended slab. Just wondering what loads should I use for trucks? I am designing to Australian Standards. I am not a bridge guy so have no AS5100 on hand. Currently the slab spacing is roughly 3mx3m. I believe the worst case is one...

But, what support the walls? Looks like it is quite a long curved 'beam'.

Can anyone please explain how curved ramp is analyzed and designed. Like what is the load path? Are these short walls acting like beam supporting ramp? Please find below as an example

Noted. Thank you for this helpful information.

Thank you. With wind beam placed at 4m height, the mullions will be a 4+5+1 (parapet) two back spans cantilever beam. I will expect it works at 1.2m spacing. That said, I can increase them to say 150 shs if required. Now my issue is for block A. Can curved wind beam be placed at first level as...

Thank you. I was considering 300 PFC (strong axis horizontal). Can you explain why this is not practical? (My problem with this is for block A since it is curved) Without internal restraint, the wall will span 10m long and required around 200mm mullions with closed spacing from my first guess...

Also, for the irregular steel frame shown in blue, there are voids in mezzanine level, meaning the height the frame will be 10m. The architect wants keep them within 100mm thick. I was thinking having shs columns span from footing to roof with internal restraints by wind beams at mezzanine floor...

It is in low seismic zone I have done the sketch for the latitude wind as below. Can you please explained how 'cantilever' works for longitudinal wind? (also I forgot to add that the RC wall will be precast).

Thank you. Sorry. It is steel beams + purlins on top + rob bracing.

Wondering what your thoughts are on the following irregular diaphragm. 10m high warehouse with mezzanine at 4m. each block (A, B, C) has a dimension of 8x8m roughly. I have problem arranging the steel roof framing for stability purpose. Can anyone share your opinions? Can I not have portal...