The frame shown below is fixed at the base and is subjected to the following unfactored loads:

P$1$: Dead$=110$ kip, Live$=50$ kip;

P$2$: Dead$=130$ kip, Live$=40$ kip;

P$3$: Dead$=150$ kip, Live $=60$ kip

w: Dead$=1\mathrm{.}2$ kip$/$ft$,$ Live $=0\mathrm{.}75ki\frac{p}{f}t.$

Wind Load, $W=25$ kip.

Given Normal weight concrete $f^{\text{'}}c=5$ksi,$Lc=16ft,Lb=24ft,a=6ft.$ Column sizes are ${16}^{\text{'}\text{'}}{16}^{\text{'}\text{'}}$ and the beam

size is ${16}^{\text{'}\text{'}}{20}^{\text{'}\text{'}}.$

For the load combination $1\mathrm{.}2**D+0\mathrm{.}5**L+1\mathrm{.}0**W,$ use the ACl $318-19$ moment magnification method to

calculate the design loads $(Pu,)$ for the column on the right.