$1.$ Determine the anticipated settlement and allowable bearing capacity for both sites $($left and right$)$ for the conditions corresponding to the drained case $($aka long term loading case$).$ The design life of structures being supported is $30$ years for both cases $($right$/$left$).$

For the immediate settlement of the upper sand $($for profile to the right$),$ use immediate settlement approach $($in your notes$)$ as well as an estimate of secondary compression settlement $($use a $\backslash (\backslash$mathrm$\{$C$\}\backslash$alpha $/\backslash$mathrm$\{$C$\}\backslash )$ of $0\mathrm{.}01,$ assume that $\backslash ($ t$\_\{$p$\}\backslash )$ is going to be $1$day, and assume the thickness of the stressed soil below footing is twice the footing width $($i$.$e$.,$ for H or L in the secondary compression equation$).$ C is $0\mathrm{.}05,$ and the void ratio is $0\mathrm{.}59$ for the sand. Use a $\backslash (\backslash$mathrm$\{$c$\}^\{\backslash$prime$\}=0\backslash )$ for the cohesion intercept.

For the clay settlement $($left profile$),$ include all three components: the immediate$/$distortion settlement of the clay, along with the primary consolidation and secondary compression components $($use a $\backslash (\backslash$mathrm$\{$C$\}\backslash$alpha $/\backslash$mathrm$\{$C$\}\backslash )$ of $0\mathrm{.}04,$ and calculate the $\backslash ($ t$\_\{$p$\}\backslash )$ in the manner we have already used in class$).$ For the left profile, ignore the fact that consolidation will likely not be $1-$D$,$ and instead just use the same approach as we've been using to calculate the primary consolidation settlement.

The upper sand stratum for each of the profiles is existing $($not new fill$).$ Ignore the lower gravel stratum for profile to the left when it comes to settlement. Suppose that the allowable settlement for each case is $1$ inch $.$