You are given a post$-$development hydrograph for a design storm $($table on right$),$ and are asked to route the hydrograph through a $1\mathrm{.}3-$acre vertical$-$walled detention pond with a vertical riser pipe $($figure below$)$ that includes a circular orifice centered $0\mathrm{.}5$ ft above the bottom of the pond $($C$\_($o$)=0\mathrm{.}6$:$\},$ diameter $\{$:$=1$ft$)$ and the top of the riser forms a weir$/$orifice $2$ feet above the bottom of the pond $($C$\_($w$)=3\mathrm{.}33,$C$\_($o$)=0\mathrm{.}6$:$\},$ diameter $=2\mathrm{.}0$ft $).$ Assume the pond is empty at the beginning of the storm event. Assume flow through the lower orifice is negligible for depths of less than $0\mathrm{.}5$ ft $.$ For routing calculations, use Deltat$=10$min. For the SIV table, use DeltaH$=0\mathrm{.}25$ft$.$ Report the following:

a$.$ A plot of outflow versus pond elevation $($based on SIV table$)$ for depths from zero to six feet. Also provide the beginning of your SIV table $($up to a depth of $3$ ft $).$

b$.$ A plot of the inflow and outflow hydrographs $($on the same axes for up to $500$ minutes$).$ Also provide the beginning of your routing table $($up to $50$ minutes$).$

c$.$ A plot of pond stage $($depth$)$ versus time.

d$.$ The peak outflow rate and corresponding pond stage and volume.