Q$1.[$Total: $46$ marks$]$

A pad foundation supports an eccentric column which is subjected to axial characteristic permanent $\backslash$& variable actions of $800$ kN and $400$ kN $.$ Its Elevation and Plan drawings are shown in Figure Q$1.$

Figure Q$1$: Pad Elevation and Plan Drawing $($unit in mm$)$

Other information consists of:

$-$ Permissible soil bearing pressure $\backslash (=200\backslash$mathrm$\{$kN$\}/\backslash$mathrm$\{$m$\}^\{2\}\backslash )$

$-\backslash (\backslash$mathrm$\{$f$\}\_\{\backslash$mathrm$\{$ck$\}\}=40\backslash$mathrm$\{$~N$\}/\backslash$mathrm$\{$mm$\}^\{2\}\backslash )($concrete$)$

$-\backslash (\backslash$mathrm$\{$f$\}\_\{\backslash$mathrm$\{$yk$\}\}=500\backslash$mathrm$\{$~N$\}/\backslash$mathrm$\{$mm$\}^\{2\}\backslash )($reinforcement$)$

$-$ Concrete cover $\backslash (=50\backslash$mathrm$\{$~mm$\}\backslash )$

$-$ Selfweight of soil and concrete can be neglected.

$-$ Punching shear is not considered in questions b and c $.$:

a$)$ Check the suitability of footing size in Figure $1$ at the serviceability limit state.

$[10$ marks$]$

b$)$ Design the flexural $($bending$)$ reinforcement at column face $1$ and $2$ only $($Figure $1).$ Determine which section is more critical for flexural reinforcement design. Check whether H $20$ @$200$mm will be sufficient along the $\backslash (\backslash$mathrm$\{$x$\}-\backslash$mathrm$\{$x$\}\backslash )$ direction shown in the Figure. There is no need to check the maximum bar size requirement using estimated steel stress in this case.

$[24$ marks$]$

c$)$ Check for normal shear $($not punching shear$).$

$[12$ marks$]$