$[1]5\mathrm{.}4.$ Repeat Prob. $5\mathrm{.}3$ using a single two$-$span beam. This assumes a continuous beam$-$column at the height of the ceiling and at the base. Comment on how the maximum permissible wind load changes.

Part $1.$ Considering gravity loads only, check the existing design for compliance with TMS $402-13.$

Part $2.$ Repeat Part $1$ including wind load. Calculate the maximum unfactored wind load the vertical strip can support.

The wall is as shown in the figure.

Base $($acts as fixed support$)$

$5\mathrm{.}3.$ In the building shown in the figure, the roof is assumed to span longitudinally between the two gable walls. The $1ft$ strip of concrete masonry unit shown is subjected to unfactored eccentric gravity loads of $800lb$ dead load and $200lb$ live

load at the building apex, whose height is $16ft.$ The eccentricity is $3$ in$.$ Include self$-$weight. The wall is also subjected to an out$-$of$-$plane wind load whose magnitude is not specified. A ceiling provides horizontal restraint at the midheight of each gable wall. As an initial design assumption, idealize this vertical strip assuming zero moment at the building apex, the ceiling, and the base. Assume ungrouted units, $8-$in$.$ nominal thickness, $f^{\text{'}}m=2000l\frac{b}{?}$ in$.{?}^2,$ and Type S PCL mortar.

Part $1.$ Considering gravity loads only, check the existing design for compliance with TMS $402-13.$

Part $2.$ Repeat Part $1$ including wind load. Calculate the maximum unfactored wind load the vertical strip can support.

The wall is as shown in the figure

$5\mathrm{.}3.$ In the building shown in the figure, the roof is assumed to span longitudinally between the two gable walls. The $1ft$ strip of concrete masonry unit shown is subjected to unfactored eccentric gravity loads of $800lb$ dead load and $200lb$ live.