For the floor framing plan below, design beams A$,$ C using Grade $50$ W$-$shapes. Beams A and C are

simply supported. The beams should satisfy the AISC$-$LRFD strength $($moment and shear$)$ provisions

and meet the following deflection limits: Under SDL$+$LL$,$ D$$ Span$/240$; Under LL$,$ D $$ Span$/360).$ You

can assume that the shapes satisfy the local width$/$thickness slenderness checks.

Assume that the beam will be cambered to offset deflections due to DL $($self$-$weight of the beam and

concrete slab$).$ Assume the following values for loading:

DL: $80$ psf $(55$ psf for floor slab$/$deck and $10$ psf for steel weight, $5$ psf for floor finish, $10$ psf for

ceiling and mechanical$)$

LL: $60$ psf $($ignore any live load reduction$)$

The $10$ psf for steel weight covers the self$-$weight of the members, so you don$$t need to add additional

dead load once you have selected members. For Beam C$,$ assume that all loads from the slab are carried

by the horizontal beams, and that the reaction forces from those horizontal beams are then applied as

point loads to Beam C$.$sec a$-$a

$($cantilever detail$)$

Floor Plan of Deck

FILL OUT THE FOLLOWING TABLE FROM YOUR CALCULATIONS: