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Thank you all for your responses! And I'm extremely grateful for the invaluable history of the code development in this area. I also found an older design guide referencing the 1963 ACI provisions from our company's library as well as some of the earlier provisions. It doesn't reference it...

PaddingtoGreen - the bays are 20'x 20' and the reinforcing is broken down into column strips and middle strips in each direction. The only thing that is a bit off is the fact that the negative moment capacities are 66% of what they should be.

That is what I meant by triangular loading. Basically, your slab load varies from 0 at each column line to a maximum of q*L midway between the columns. This loading is half of what the current Direct Design method, and I figured that there was a reason why it isn't done this way now, bit wasn't...

Thank you very much! That was exactly what I was looking for. I knew the methodology has changed from ASD to LRFD since then, but I wouldn't have thought that would make that much of a difference anyway. But the change in design methodology was exactly what I was hoping to find. The total...

Since I know the original loading, material strengths, geometry, and size of bars, and the fact that this floor has been in service for almost 60 years, my guess is that there is some way that this system works with little over stress. I'd like to believe that the original designer didn't make...

I've come across a reinforced concrete building with a two-way slab built in 1957. The slab thickness is a constant 10" (no edge members, no column collars) the slab live load is 300psf, the slab compressive strength is 4,000 psi and the reinforcing is ASTM A15 Intermediate Grade (40,000 psi)...

I have a question relating to this thread: Is reciprosity possible in Canada for an engineer from the states? I always understood that you had to be either 1) a resident of Canada 2) a non-resident, but anything that you design has to be also stamped by a resident engineer. Does anyone know if...