Refer to Problem $9\mathrm{.}4$ in your textbook, for the short column subjected to an eccentric load causing uniaxial

bending about the $Y$ axis. Assume that longitudinal steel is enclosed within transverse ties, f$\text{'}$c is $4,000$ psi and fy

$=60,000$ psi. Note: The orientation of the figure in the textbook is rotated $90$ degrees clockwise from the

orientation used for our classroom example. Compression and tension due to bending is on the right and left

sides of the member, respectively $"$ and $h=20").$

Part I

Use the method presented in class to construct a strength interaction curve using the ACl reduction factor on

maximum allowable axial load for a column with transverse ties and the appropriate strength reduction factors.

Calculate the following four points only and create a graph in Excel.

Point $1-$ Pure compression, no moment

Point $4-$ Balanced failure

Point $5-$ Tension$-$controlled, strain in tension bars equals to $0\mathrm{.}005$ in$/$in

Point $7-$ Pure tension, no moment

Estimate Point $6-$ Pure bending from your graph. This is the point where the axial load is zero.