Geotechnical Investigation

                             PROPOSED CALILE HOTEL NOOSA DEVELOPMENT
                             3 – 7 SERENITY CLOSE, NOOSA HEADS

Executive Summary
This report details the results of a geotechnical investigation undertaken for the proposed the proposed
Calile Hotel Noosa Development at 3 – 7 Serenity Close, Noosa Heads. The investigation was performed by
Tectonic for Calile Malouf Investments Pty Ltd. The investigation comprised drilling of boreholes at 10
locations across accessible areas of the development footprint, together with in-situ strength and laboratory
testing of soils. This report summarises the results of the investigation and provides geotechnical
recommendations regarding earthworks and footings, together with temporary and permanent basement
retention.
Preliminary drawings indicate that the proposed development will comprise a building ranging between
three and six storeys high, over a single to double level basement carpark. Buildings forming an east and
west wing are proposed, connected by at grade structures, pathways and carparking. New stormwater
infrastructure/easements will connect to the existing infrastructure through the central part of the
development area. A combination of hotel rooms, retail buildings, carparking, recreational facilities (e.g.
pools, gym, bar etc.) and landscaping are proposed. Provided sections indicate that excavations for the
proposed development will generally be in the order of about 4 m deep; however, will range up to about
6 m deep in the north-eastern corner of the site. Filling is generally anticipated to range up to about
1.5 m high to form final levels; however, about 3 m of filling is proposed along the southern edge of the west
wing building.
Subsurface conditions encountered in the boreholes are summarised as follows:
        Fill – was encountered in all boreholes except BH4 and BH9 to depths of between 0.1 m to 0.7 m
         below ground level (BGL), comprising mostly very loose to medium dense gravel/silty sandy or
         very dense sandy gravel (BH5 and BH6 only); then or from the ground surface
        Natural Sands – initially being very loose to loose to depths between 0.2 m and 1.2 m BGL, then
         medium dense, becoming dense (or denser) below depths between 1.9 m and 3.7 m BGL to the
         borehole/DCP termination depths.

No signs of groundwater seepage (‘springs’) were observed during our walk-over. Groundwater was not
encountered in the boreholes at the time of investigation.

Provided the recommendations within this report are adhered to, and subject to detailed design and
construction of the footing and retention systems by a structural RPEQ (including internal and global stability
checks for retaining walls), there would be a Low Risk to property from slope instability.

Excavations through the soils encountered in the boreholes would be achievable using conventional
earthmoving plant (e.g. small or larger excavators with toothed buckets). Temporary, unsurcharged cuts
could be formed at 1V:2H in very loose to loose sands, and at 1V:1.5H in medium dense (or denser) sands,
for batters up to 4 m in height, provided groundwater seepage is not encountered and sands do not slough
from the batter face as they dry out. Space restrictions will likely prevent battering to form stable temporary
cuts in some parts of the site and so some form of temporary retention will likely be required such as sheet,
contiguous or secant pile walls. Unsupported excavations proposed to extend deeper than 4 m BGL should
be assessed by a geotechnical RPEQ by inspection of the earthworks before exceeding 4 m BGL.

In accordance with previous practice in the area, it is recommended that all structures are founded below a
plane rising at 27° from the toe of the dune to the south of the site. Footings for the proposed development
and any ancillary structures must penetrate through any unsuitable natural soils (i.e. very loose to loose
sands) or future fill to found into medium dense (or denser) natural sands. Medium dense natural materials
were encountered from depths of between 0.4 m and 1.5 m BGL (existing ground levels) in the boreholes and
DCPs. Based on the anticipated excavation depths, such materials are generally anticipated to be at or near
the design subgrade levels. Where medium dense (or denser) sands are not present at the subgrade levels,
over-excavation and re-compaction of the loose materials as outlined in Section 6.2.3 herein could be
undertaken to achieve a medium dense foundation subgrade. High level footings founded in medium dense
sand may be designed using an allowable bearing pressure of 200 kPa. A suitably qualified and experienced
geotechnical RPEQ must carry out inspections and testing of the foundations during construction to confirm
the allowable bearing pressures. Given the sandy soil profile, where deepened footings are required, steel
screw piles could be adopted.

7 October 2022
Report No. 22239-001-Rev0                               ii