OK$,$ let's get started: The floor system shown below is from the second floor on a two$-$story

steel$-$framed building. The second floor is $15ft$ tall $($from the ground$).$ The floor is subjected to a

$100$ psf dead load $($this includes the weight of the beams, girders and flooring$)$ and a $50$ psf

unreduced live load. The beams are supported by the girders and the girders are supported by

the columns. All beams and girders are simply supported at their ends. The columns are

oriented as shown in the figure and are fixed at the bottom and pinned at the top $($floor $2)$ and

there is no lateral bracing. The floor must be designed for: $(1)$ Strength at the LRFD factored

loads and $(2)$ To have deflections under "service loads" of less than L$/360,$ where $L$ is the beam

span in inches. "Service loads" in this case can be considered as just the unreduced live load

$($you can't reduce live loads for deflection calcs for this building$).$ The columns must be designed

for strength at the LRFD factored loads. For analysis of the columns, only consider the second$-$

floor loading $($i$.$e$.,$ neglect any roof loads$).$ Select the lightest $($and thus cheapest$)$ W$16$ shape

that satisfies these requirements for the Beam A and the lightest W$24$ shape that satisfies these

requirements for Girder B and Column C$.$ Assume A$992$ steel is used with an Fy $=50$ksi. You

may use the basic $($rectangular$)$ tributary area approximations for both the beam and girder.

Properties of W$16$ and W$24$ shapes can be found in the AISC shapes database spreadsheet on

the Canvas site.