A static model was constructed for Point Henry, to investigate the inundation vulnerability, and the incidence of flooding from two directions. The design storm-tide levels are presented in Table 6-17.

The hydrodynamic model for Newcomb / Moolap was set at a grid size at 4 m; this was considered sufficient for the level of detail required. Culverts were incorporated beneath the road in two locations, at the intersection of Portarlington Road and connecting the channel between Moon and Albert Streets with the salt-works channel, as shown in Figure 6-34, which also shows the tidal boundary. Key development features such as roads and levees were checked to ensure they were appropriately represented and picked up as topographic features. These were refined where necessary.

The model was run for the 1 % AEP storm-tide case in combination with a number of sea-level rise scenarios to determine the extent of inundation that would arise, as shown in Table 6-17.

Table 6-17 Design Storm-tide levels for Geelong

Figure 6-34     Extent of Newcomb / Moolap Model showing tidal inflows and culvert locations (pink circles)

Overtopping calculations were undertaken for the Geelong waterfront areas fronted by structures. Four locations with vertical masonry seawalls were considered. No erosion assessment has been undertaken, as the only section of beach (Ritchie’s Boulevard) is man-made and is likely to be continued to be renourished indefinitely to maintain the amenity.

Figure 6-35     Geelong overtopping calculation locations and shore protection structures