1-22276-01 site plan

Project No. 1-22276                                                                                                                  Page | 20
February, 2020
Ref: 1-22276, 2020-02-28, BR VER 2
Wessel Petroleum Pty Ltd – GEOTECHNICAL INVESTIGATION - Proposed Service Station Reconstruction, 52-54 Mary Street and Weyba Road,
Noosaville




          Engineering certification that all general earthworks operations (i.e. stripping, proof
           rolling of subgrade, treatment of disturbed/weak materials etc.) have been carried out in
           accordance with the earthworks specification.
          Engineering certification that fill has been placed and compacted to the required
           minimum density in accordance with the earthworks specification.
          Engineering certification that the controlled fill is suitable for support of conventional high
           level footings and has a minimum bearing capacity of 150kPa.
          Engineering certification that the controlled fill material is suitable to support a
           conventional slab on ground floor (slab loads of 10kPa to 15kPa are expected).
          Engineering certification that the quality of any imported fill complies with the earthworks
           specification requirements.

Engineering certification should be provided by a Registered Professional Engineer of
Queensland.

Please note that Soil Surveys Engineering in our role as Earthworks Supervisor (under normal
circumstances) cannot authorise variations to the contract or the use of provisional items. If the
Contractor considers that any recommendation/instruction issued by Soil Surveys Engineering
is a variation to the contract, the Contractor should advise the Superintendent and obtain written
approval before proceeding with Soil Surveys Engineering’s recommendation/instruction.

           6.2.8       Temporary Batters

While earthworks details have not been provided at this stage, it is expected that temporary
batter angels will generally be less than 1.5m, with deeper excavations for the U/G tanks,
associated services, etc.

Maximum temporary cut batter angles for different material types are outlined in Table 3A for
unsurcharged batters of 2.5m maximum high on the site. With Table 3B presenting maximum
batter angels for deeper excavations on site. Where surcharges (e.g. footings, live loads, etc.)
are located within H (height of batter) of the top of the batter, then some reduction in design
angle will occur. Service trenches and underground elements adjacent to batters may result in
some reduction of the design angle. Steeper batters are possible by use of temporary
retention.

TABLE 3A              TEMPORARY BATTER ANGLES (Slopes less than 2.5m high)
                              Material                                                          Temporary Angles (o)
                                  Very Loose to Loose(1)                                                NR
Sandy Soils                       Medium Dense(2)                                                  35 (1V:1.45H)
                                  Dense to Very Dense                                              40 (1V:1.2H)
                                  Soft to Firm(1)                                                       NR
Clay Soils                        Stiff(2)                                                         35 (1V:1.45H)
                                  Very Stiff to Hard                                               40 (1V:1.2H)
Notes:
1. Also indicates uncontrolled sandy or clayey fill.
2. Also indicates controlled sandy or clayey fill.
3. These values assume no seepage. If seepage is present the recommended angles would need to be
    significantly reduced or the use of dewatering considered.
4. NR – Not Recorded. Temporary shoring should be considered.




                                                                                                            SOIL SURVEYS