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Steel deck/metal deck are used for one way slab because of the direction of its corrugation. When used in a one-way slab, say for example a 6m x 2m slab, the steel deck corrugation shall be placed parallel to the shorter direction and it will produce a one-way slab load distribution right? But...

I saw this thread: thread725-474957 that discussed about a slotted truss support. The idea was to have a pinned support at one end and roller support (using slotted plate) at the other end of the truss. This way, the horizontal reaction in the truss support will be eliminated, thus reducing the...

I see now. But is there a way to make the structure that I posted an IMF or SMF with R = 4.5 or higher, or maybe a Special Truss Moment Frame with R=6.5? Say for example making the truss-column connection rigid by welding the truss plate to the column main bars (not sure about this method) so it...

Thanks for the comment Hturkak. If this is a cantilevered column, does it mean that warehouses with similar figure can also be considered a cantilevered column system? Say for example if the columns and rafters are all W-Flange steel or a concrete column and a W-Flange rafter.

I have a building system with a concrete column and a steel angle truss as shown in the attached photos. Both the concrete columns and the truss are part of the earthquake resisting system. Where does this belong in the Structural System Classification? What is the over-strength coefficient? I...

Follow-up question, can I consider this structure as a Special Composite Steel and Concrete Moment Frame?

Thanks for all the comments. MSUK, I haven't find the exact answer to the question yet, but what I did was perform a secondary calculation like skeletron said, using either manual calculation or other designing software like ASDIP Concrete where you can check a column individually.

I am investigating an ongoing project that includes a cantilever column and a parallel chord roof truss as shown in the attached photos. Currently, all concrete works is already complete and they are currently fabricating the trusses, however, it seems to me that the columns are too small to be...

Hi everyone! I have slight problem with etabs column design result. When I designed my columns using the "to be designed" option, etabs gives an area of steel of around 3,400mm^2 on a 250x500mm column, but when I use the "to be checked" option and I input 10-16mm rebars equivalenting to around...