The bridge deck was placed $4\mathrm{.}5$ m above the normal flow level to withstand both floods $(100$ year flood level$)$ and lahars from volcanic eruptions from Mount Taranaki. The centreline span of the deck between the abutments is close to $69$ m$.$ The width of the pathway $($bridge deck$)$ is $3$ m and accommodates besides pedestrian and cyclists, ambulance and other service vehicles.

Provided in the following drawings are some general notes on the construction of the bridge GE$1),$ the bridge elevation $($GE$4)$ and geotechnical information $($GE$5).$ Further to the skewed deck, note that the single tube steel arch also skewed, in that it springs from the opposite outer sides of the abutment blocks. The weight of the structure $($permanent load$)$ is equivalent to $4\mathrm{.}0$ kPa over the full area of the deck. The imposed loading from pedestrians$/$cyclists$/$vehicles is equivalent to $3\mathrm{.}4$ kPa

over the full area of the bridge deck. show working for these use the attached diagram for more info Calculating Friction Angle for Left Side $($use N$60=$ CN N $\backslash$eta $1\backslash$eta $2\backslash$eta $3\backslash$eta $4$ for this$)$

Calculating the Bearing Capacity for Left Side $($Normal Water Level$)$

Calculating the Bearing Capacity for Left Side $($Flood Water Level$)$

Settlement for Left Side

Calculating Friction Angle for Right Side use$($ N$60=$CN N $\backslash$eta $1\backslash$eta $2\backslash$eta $3\backslash$eta $4)$

Calculating the Bearing Capacity for Right Side $($Normal Water Level$)$

Calculating the Bearing Capacity for Right Side $($Flood Water Level$)$

Settlement for Right Side