CON$4334$ Steelwork Design $-$ Assignment $2$

Q$.1($a$)$ Floor plan of a storage area is as shown in Figure QI$.$ Compression flanges of the steel beams $($Beam B$1$ and B$2)$ are fully restrained from lateral torsional buckling by concrete slabs. The concrete slabs are $160$ mm thick supporting additional finishes load of $\backslash (0\mathrm{.}5\backslash$mathrm$\{$kN$\}/\backslash$mathrm$\{$m$\}^\{2\}\backslash ).$ The imposed load on the slabs is $\backslash (5\backslash$mathrm$\{$kN$\}/\backslash$mathrm$\{$m$\}^\{2\}\backslash ).$ All steel beams are of Grade $\backslash (\backslash$boldsymbol$\{$S$\}355\backslash )$ and simply supported at their ends. Unit weight of concrete is assumed to be $\backslash (24\mathrm{.}5\backslash$mathrm$\{$kN$\}/\backslash$mathrm$\{$m$\}^\{3\}\backslash ).$ All the beams are carrying brittle finishes.

$($i$)$ Determine the factored load intensity $($in $\backslash (\backslash$mathrm$\{$kN$\}/\backslash$mathrm$\{$m$\}^\{2\}\backslash ))$ carried by the slabs.

$($ii$)$ With consideration of beam self$-$weight $(\backslash ($ g$=10\backslash$mathrm$\{$~m$\}/\backslash$mathrm$\{$s$\}^\{2\}\backslash )),$ determine the maximum factored shear force and bending moment of Beam B$1.$

$($iii$)$ Determine the maximum factored shear force and bending moment of Beam B$2.$

$($iv$)$ Find the section classes of the steel beams B$1$ and B$2.$

$($v$)$ Check the adequacy of steel beam B$2$ against shear, bending and deflection.

Figure O$1$

$($b$)$ Sketch annotated diagrams to show two fire protection methods of structural steel members.