For this exercise consider a short concrete pier $($column$)$ in axial compression only, which functions to

transfer the load from a structural steel column to the column footing below. The steel column base has

not been designed to transfer moment to the pier, and the column will be centered on the pier.

You have been asked to verify the ability of two piers to support steel columns as shown in the details

below. The loading on each column is as follows:

Column One: W$10$x$88$ with a base plate of $16^(\text{'}\text{'})\backslash$times $16^(\text{'}\text{'})$; dead load $=250$kips; live load $=420$kjps;

pier is $20^(\text{'}\text{'})\backslash$times $20^(\text{'}\text{'})$ with $8-+-8$ longitudinal bars.

Column Two: W$14$x$159$ with a base plate of $22^(\text{'}\text{'})\backslash$times $22^(\text{'}\text{'})$; dead load $=360$kips; live load $=680$kips;

pier is $24^(\text{'}\text{'})\backslash$times $24^(\text{'}\text{'})$ with $8-$#$10$ longitudinal bars.

Note the column design axial loads stated above are unfactored service loads. Use concrete f$^(\text{'})=5$ksi

and reinforcing steel f$\_($y$)=60$ksi.