Assume the floor plan provided below is for a flat slab with $100$ psf superimposed loading and spandrel

beams$*.$ Show and dimension the layout of the column and middle strips $($in the N$-$S direction only$).$ Draw

a cross section at Column B$2$ and note the size$/$depth of the drop panel and the column size. Determine

the depth of the slab given the Minimum Slab Thickness for Two$-$Way Slab Systems in the notes, and round

to the nearest inch. $(*$Spandrel beam$-$to$-$slab stiffness ratio $>0\mathrm{.}8).$

The architect does not like the drop panels. In response, you propose a flat plate system without drop

panels $($the spandrel beams stay$).$ The architect agrees with your suggestion but informs you that the

desired floor thickness should be no greater than $11^(\text{'}\text{'}).$ Is the revised floor thickness going to be appropriate

for the architect's desired thickness? Hint: Use the chart again.

Estimate the embodied carbon of the concrete in the flat slab and flat plate systems in parts $1$ and $2.$

Assume f$^(\text{'})$c$=4000$psi. Consider only the middle bay for the comparison. Hint: assume a quarter drop panel

from each corner in this bay. For now, neglect the rebar and potential column differences. Are you

worried about these significantly affecting the calculations?

An $18^(\text{'}\text{'})$xx$18^(\text{'}\text{'})$ square concrete column on a building exterior is subject to a factored axial load P$\_($u$)=600$

k and a factored moment M$\_($u$)=150$k$-$ft$.$ Assume the tied column has $8$#$6$ reinforcing bars, with f$^(\text{'})$c$=4000$

psi and fy $=60$ksi. Is the column sufficient to carry the load? Hint: show the column strength envelope.