Table $1-$ Some soil properties

$\backslash$table$[[$Parameter$,$Clay,Limestone,$],[$Unit weight,$\backslash$table$[[$Above water$],[$table$]],18$kN$/$m$^(3),23$kN$/$m$^(3)],[,\backslash$table$[[$Below water$],[$table$]],20$kN$/$m$^(3),24$kN$/$m$^(3)],[\backslash$table$[[$Stiffness in vertical direction$],[($relationship between vertical stress$],[$and strain$)]],\backslash$table$[[90$ MPa $($under$],[$undrained$],[$conditions$)]],\backslash$table$[[10$ GPa $($drained$],[$and undrained$],[$conditions$)]],]]$

Table $2-$ Oedometer settlement results for $200$ kPa load step.

$\begin{array}{cc}\text{T}\text{i}\text{m}\text{e}since\text{s}\text{t}\text{a}\text{r}\text{t}of\text{l}\text{o}\text{a}\text{d}\text{a}\text{p}\text{p}\text{l}\text{i}\text{c}\text{a}\text{t}\text{i}\text{o}\text{n}& \text{S}\text{e}\text{t}\text{t}\text{l}\text{e}\text{m}\text{e}\text{n}\text{t}[mm]\\ 10sec& 0\mathrm{.}014\\ 20sec& 0\mathrm{.}016\\ 40sec& 0\mathrm{.}016\\ 1\text{m}\text{i}\text{n}& 0\mathrm{.}018\\ 2\text{m}\text{i}\text{n}& 0\mathrm{.}022\\ 4\text{m}\text{i}\text{n}& 0\mathrm{.}028\\ 8\text{m}\text{i}\text{n}& 0\mathrm{.}034\\ 15\text{m}\text{i}\text{n}& 0\mathrm{.}044\\ 30\text{m}\text{i}\text{n}& 0\mathrm{.}054\\ 1h& 0\mathrm{.}064\\ 2h& 0\mathrm{.}070\\ 4h& 0\mathrm{.}076\\ 6h& 0\mathrm{.}080\end{array}$

Table $3-$ Void ratios at end of each oedometer load step

$\begin{array}{cc}\text{L}\text{o}\text{a}\text{d}[kPa]& \text{V}\text{o}\text{i}\text{d}\text{r}\text{a}\text{t}\text{i}\text{o}[-]\\ 0& 0\mathrm{.}650\\ 50& 0\mathrm{.}634\\ 100& 0\mathrm{.}625\\ 200& 0\mathrm{.}612\\ 400& 0\mathrm{.}597\\ 800& 0\mathrm{.}573\\ 1600& 0\mathrm{.}535\\ 3200& 0\mathrm{.}488\end{array}$The ground profile consists of layers of relatively impermeable clays and very permeable, heavy fractures limestones$,$ see Figure $1.$ The ground water table is located at $5$ m depth. Some soil properties for these layers are given in Table $1.$ An oedometer test was conducted on a clay sample taken from the middle of the $20$ m thick clay layer. The data for this test can be found in Tables $2$ and $3.$ The oedometer sample diameter was $70$ mm and its initial thickness was $20$ mm$.$

As part of the rail construction, the $10$ m high clay hill on the surface was entirely excavated to allow construction of a level railway line, see Figure $1.$Figure $1-$ Ground profile $($not to scale$)$

Calculate heave $($resulting from the removal of the clay hill$)$ as function of time at the location where you think heave will be largest. Using your calculations, draw a graph showing how the heave changes over time at this location.