Loading and Properties: Dead $=20psf,$ Live $=40psf,$ Wind $=35psf($all directions$),12"$ CMU, Wall Area $=58\mathrm{.}7i{n}^2,$ Wall $I=1010\mathrm{.}1i{n}^4,$ Wall $S=173\mathrm{.}8i{n}^3,$ All CMU Self$-$Weight $=66psf,f^{\text{'}}m=1500,E=950f\text{'}$m$,$ Grade $60$ rebar.

Beam over opening in section A: Beam has $(3)$ #$6$ bars and is $(5)$ blocks thick.

Beam over opening in section B: Beam has $(2)$ #$5$ bars and is $(4)$ blocks thick.

Wall Information: Wall has $(2)$ #$6$ bars at $32"$ oc and the steel joist have a $4"$ eccentricity on the wall. $fr=125.$

Check to see if all members in the is current design are okay. Assume all loads act at the same time. Only consider moment design for the beams. Only consider wall analysis for the east wall $($not the walls with openings$).$ For the wall, use combination $1\mathrm{.}2D+1\mathrm{.}0W+0\mathrm{.}5L.$