Reference Document - MCU26 0001 & OPW26 0002 - AS PUBLISHED · MCU26/0001

        be considered, particularly if necessary to achieve sufficient shear and bending resistance for global
        stability (e.g. for basement walls).
        The advice of a specialist piling contractor must be sought regarding feasibility, design and installation of
        the piling system for this site, including an assessment of potential vibration effects on nearby structures,
        and monitoring requirements.
        If steel screw piles are adopted, it will be important to ensure close supervision of installation, as piling
        may not encounter sufficient drilling resistance (from torque measurement) in sands at the suggested
        founding depth, and piles could extend to much greater depth than necessary.
        It is therefore recommended that site specific static load testing be conducted from screw piles, if
        adopted, at a minimum. Where tension or compression capacity developed in the footings is critical for
        the future structure (e.g. resistance to uplift forces from high winds), then cyclic load tests (including
        measurement of deflections under tension and compression cycles) should also be undertaken prior to
        construction. Kentledge for static testing, or simulated cyclic loads, should prove the piles to a minimum
        of two times the expected working load within tolerable deflections.
        Footing design should also account for potential soil reactivity to be equivalent to Class M. It should be
        noted that placement of reactive clay as fill (which is not recommended) may result in a more severe
        equivalent site classification, such as H1 or greater.
        All footings should found such that they are not adversely affected by any adjacent excavations, trenches,
        retaining walls, or in ground structures that are not designed to support building loads. Footings should
        found at least below a plane extending 1 m horizontally from the base of trenches/excavations/retaining
        walls/swimming pool, then rising up at 1V:1H, as illustrated in Text Figure 9 below. This would also be
        applicable when considering possible adverse interactions with buildings on adjacent properties.




                              Text Figure 9: Footing depth required to minimise risk of undermining

        Site drainage should be designed to readily remove surface water and to prevent ponding of water on
        subgrade areas during construction and also adjacent to foundations and perimeter slabs once
        construction is completed.
        It is recommended that footing excavations be inspected by a suitably qualified and experienced
        engineer prior to placement of steel reinforcement and pouring of concrete to confirm allowable bearing
        pressures and cleanliness of excavations.
        If any soil conditions encountered during construction are found to differ from those noted in the
        geotechnical investigation, Tectonic should be notified immediately and an inspection carried out to
        determine if changes to footing design are required.




        Geotechnical Investigation
        30 January 2026 | 25408-001-Rev0                                                                                14
Document Set ID: 25158026
                  24528612
Version: 1,
         2, Version Date: 10/09/2026
                          13/02/2026