SUPERSEDED Reference Document

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The field work was undertaken by experienced geotechnical personnel who operated the field
equipment, logged the bores, and collected samples for visual and tactile assessment and
subsequent laboratory testing. Strata identification was undertaken through observation of
cutting returns and recovered samples. Field descriptions and samples were checked by a
geotechnical engineer, with the borehole logs corrected where appropriate to reflect the
available laboratory test results.

4.2    Field Work Results

The subsurface conditions encountered in the bores are described in detail on the borehole logs
in Appendix C, together with notes which define the classification methods and descriptive terms
used. The depths were measured below existing surface levels at the time of investigation.

In summary, the subsurface conditions encountered in the bores comprised fill overlying natural
sand. The subsurface conditions are further described below:
•     Fill: An upper layer of relatively ‘stiff’ and ‘firm to stiff’ sandy clay fill was encountered to 0.35 m
      depth, overlying relatively ‘medium dense’ sand fill and ‘relatively ‘loose’ clayey sand fill to
      1.2 m and 1.1 m depth in Bores 1 and 2 respectively. In the absence of documentation to
      confirm the fill was placed in a controlled manner or to confirm the degree of compaction to
      an engineering standard was achieved, the fill is assumed to be ‘uncontrolled’.
•     Sand: Underlying the fill, natural sand was encountered. The relative density of the natural
      sand was initially medium dense, grading dense below 1.9 m depth in Bore 1. The sand
      continued to termination of the bores.

Groundwater seepage was observed at 1.9 m and 0.6 m depth in Bores 1 and 2 respectively at the
time of the investigation. Steady groundwater level was later measured at 0.58 m depth in Bore
2. It should be noted that groundwater depths and ground moisture conditions are affected by
climatic conditions, soil permeability, drainage conditions and human influence; and will
therefore vary time. Groundwater levels are expected to be similar to the water level in the canal
at the rear of the site, albeit somewhat a dampened response to tidal variations.


5. Laboratory Testing

5.1    Particle Size Distribution

Selected disturbed samples recovered from the bores were tested in the laboratory for particle
size distribution for classification purposes. The results of this testing are summarised in Table 1
with material test reports in Appendix D.




Proposed Residence                                                                         229073.00.R.001.Rev0
13 Mermaid Quay, Noosaville                                                                          June 2024