Problem $2$

The lateral force resisting system for the restaurant in Problem $1$ is located along line B$-$B in the plan view shown above. An elevation view for that lateral force resisting system, which consists of tension$-$only steel strap bracing, is shown below. The beams at each story in this end$-$wall frame are assumed to be subject to the same dead and live load as the beam in Problem $1$ Part a $($i$.$e$.,1\mathrm{.}5\frac{k}{f}t$ and $0\mathrm{.}8\frac{k}{f}t,$ respectively$).$ Wind loading is calculated to be $20$ kips at the top story and $10$ kips at the bottom story and is distributed as shown below. Assume these are the only loads acting on this end$-$wall frame $($you do not need to consider the load from the $212$ supporting beam that runs perpendicular to end$-$wall frame$).$ NOTE: This structure is statically determinate and can be solved by hand!

Use the LRFD load combinations from ASCE $7-10$ to determine:

$($a$)$ The maximum factored compression in the first and second story columns

$($b$)$ The maximum factored uplift that the connection of frame to foundation must be designed to resist.

$($c$)$ The maximum factored tension in the steel$-$strap bracing.

Assume the steel strap bracing does not carry any gravity loads.

J