Problem $2$: Consider the floor plan below from HW $3.$ In homework $3,$ we calculate the demand internal

forces in the beams and columns below. In this homework we will design some of the beams and

columns. All beams in this problem are continuously laterally braced.

a$)$ Per HW $3$ solutions, the maximum moment demand Mu in Beam A is $94\mathrm{.}1667$ kip$*$ft$,$ select the

optimal wide$-$flanged steel section for this beam. $($Hint: calculate the required plastic section

modulus, Z$,$ and then select a bolded shape using table $3-2)$

b$)$ Calculate the live load deflection of Beam A for the section you choose in part a$.$ wl$=833$plf and

the length of the beam is $20$ feet. The Young's Modulus of steel is $29000$ksi. $($Hint: do not use a

load factor for live load deflection$)$

c$)$ Does the live load deflection exceed a L$/360$ limit$?$

d$)$ Per HW $3$ solutions, the maximum moment demand in girder B is $313\mathrm{.}917$ kip$*ft,$ select a

economical W$21$ shape for the girder.

e$)$ Per HW $3$ solutions, column C supported $113$ kips for this floor only. Assuming column C only

supports a single floor, check if a W$10$x$45$ section works if the unbraced length is $15$ feet and

$k=1\mathrm{.}0.$

f$)$ Repeart part $c$ if $k=2\mathrm{.}1.$