Beam B$1$ is a spandrel beam supporting cladding and an area of floor.

$5\mathrm{.}25"$ slab $($total thickness$)$

$2$VLI Vulcraft Deck

$3$ ksi, $110$ pcf concrete

Studs in the "weak position"

Construction Live Load $=20psf$

Cladding weight $=400$ plf

Superimposed Dead Load $=10$ psf

Live Load $=60$ psf $($reducible$)$

Cladding Deflection Limit $=\frac{L}{500}$ due to the cladding and any load applied after the cladding is in place.

Download the Vulcraft deck catalog. It's in Canvas under Files, Resources. Our $2$VLI deck starts on Page $89$ of the pdf$.$

Construction and Loading Sequence

Steel framing and deck installed. Unshored construction.

Concrete is placed.

Concrete hardens.

Cladding installed.

Superimposed dead load elements are installed.

Occupants move in$,$ so live load possible at this point.

Objectives

a$.$ Select the lightest B$1$ based on construction load deflection. Do not camber.

b$.$ Preliminarily evaluate B$1$ for cladding deflection serviceability. There's a pretty good chance that this will control. Assume that $I_{\text{e}\text{q}\text{u}\text{i}\text{v}}$ is $2\mathrm{.}5I_x.($We can't compute $I_{\text{e}\text{q}\text{u}\text{i}\text{v}}$ at this point because we don't know the percent composite or the effective width of slab.$)$ If this check fails, select the lightest B$1$ that passes.

c$.$ Evaluate B$1$ for construction load strength. If this check fails, select the lightest B$1$ that passes.

d$.$ Select the number of studs so that the beam is $50\%$ composite, or slightly over.

e$.$ Evaluate B$1$ for in$-$service flexural strength. If this check fails, do not select another size. Unless you just want to for fun.

f$.$ Evaluate B$1$ for cladding deflection. If this check fails, do not select another size. $($Unless you just want to for fun.$)$

g$.$ Compare the flexural design strength to the value you would get from Table $3-18.$ The computed value and the tabulated value should be identical or very nearly so$.$ Read the text on Page $3-13$ for an explanation of the table.

h$.$ Compare $I_{\text{e}\text{q}\text{u}\text{i}\text{x}}$ to $I_{LB}$ from Table $3-19.$ Read the Commentary to Section $13\mathrm{.}2($Page $16\mathrm{.}1-433)$ and Page $3-14$ for an explanation of $I_{LB},I_{\text{e}\text{q}\text{u}\text{i}\text{v}}$ and $I_{LB}$ should be fairly close to each other.