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Thank you mike20793. No diaphragm action. One important piece of information I left out is this: in the geotechnical report they do state that differential settlement could approach 2" however this does not specifically point out that the slab will settle differentially. Thanks again.

Based on the parameters below, would anyone see the need to increase slab-on-grade thickness from 4" to something thicker: - Seismic Design Category= D - Live load= 150 PSF (IMPORTANT: there are NO significant point loads acting on the slab) - Modulus of subgrade reaction= 280 psi/in. -...

Also, I just realized that I forgot to include in my sketch (see top of thread) that there are beams framing into the end of the cantilever (from the north and south). Wouldn't these intersecting beams brace the beam at the end of the cantilever?

Thanks for all the great responses and assistance. To answer a few questions: - The 7'-6" cantilever is due existing conditions. Our structure is directly adjacent to a 25 story office/parking garage structure on deep foundations. We had to offset our foundations as to not foul with the...

- Have several cantilevered steel beams which naturally have negative moment over a portion of its backspan. - The top flange is continuously braced by a composite slab. However, the bottom flange (currently) is unbraced. - Trying to determine what unbraced length should be used when...