10. OBoat Hire - RPEQ Design Report

     DESIGN DETAILS
3.1 Geotechnical
No site-specific geotechnical reports have been provided at the time of the design, however a
geotechnical report sourced from Queensland Globe has been used to get a general understanding
of the soil composition of the local area. The referenced site is located at Bay Street, Noosaville,
less than 1 kilometre from the proposed pontoon installation. Results obtained indicate that sand
makes up majority of the soil layers (refer to appendix C). This information has been taken into
consideration when determining embedment depths of the steel piles however embedment depths
have been calculated and provided for both stiff clay and dense sands to ensure adequate
capacity, should the site be composed of mostly clay-based soil.


3.2 Hydrological
As the location of the site is within the Noosa River and in close proximity to the mouth of the river,
the proposed marina structure has been designed to withstand current loads due to tidal currents,
river and stream flows. TJS drawings indicate that the site is not located within a flood zone, so
flood loading has not been accounted for resulting in reduced current velocity assumptions.
Relevant tidal heights provided by TJS are as follows:

    •   Highest Astronomical Tide, HAT = 0.59m

    •   Australian Height Datum, AHD = 2.40m (above seabed)

    •   Lowest Astronomical Tide, LAT = -0.45m

As the proposed structure is in a river system, debris loading needs to be taken into consideration.
A design depth of debris mat of 1.2 metres has been adopted (AS4997 – Clause 5.6).

The following design parameters summarise the hydrological values that have been adopted:

    •   Design flood velocity: 1.0m/s (AS 3962-Clause 4.8.4.2)

    •   Debris mat 1.2 metres

    •   Wave Loading: 2 kN/m horizontal force (AS 3962-Clause 4.8.4.3)




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