For the columns shown in figures $($a$)$ to $($d$)$ below, use Grade $350W$ steel and check if the sections meet class $3$ local buckling limits for axial compression. Calculate the largest slenderness ratio $(K\frac{L}{r})$ of the column and verify if the slenderness ratio of the column meets the S$16-19$ requirement to be used as axial compression members. Use the effective length factor $K$ values recommended in Annex $F$ of S$16-19.$ HSS is CSA G$40\mathrm{.}20/21.$

$($a$)$

$($b$)$

$($c$)$

$($d$)$