Assume the member $($Column B$)$ in Problem $15\mathrm{.}4$ is part of an unbraced frame, and that maximum moments $M_2$ of $28ft-$kips dead load, $20ft-$kips live load, and $85ft-$kips wind load must be carried. The axial compressive loads are $30$ kips dead load and $40$kips live load. The total factored load $P_t$ to all five columns in the story is $590$ kips for ACI Formula $(9-4).$ Investigate the adequacy of the $14-$in$.$ square exterior column $($Column $B).$ If found to be inadequate, redesign the member assuming the loadings are not affected by a change in member stiffness.