JOHNSTAFF

NEW MUSEUM OF APPLIED ARTS AND SCIENCES PARRAMATTAGEOTECHNICAL INVESTIGATION

PSM3072-006R SEPTEMBER 2016

1 INTRODUCTION

This report presents the results of the geotechnical investigation performed by PeIls Sullivan Meynink (PSM) for the proposed New Museum located at the old David Jones carpark (the 'Riverbank Site') at Phillip Street, Parramatta.

The investigation was undertaken in accordance with the PSM proposal dated2 June 2016 (Ref. PSM3072-001L).

Prior to the work PSM were provided with the following documents and drawings:

· Overview of FBP briefing, dated 26 May 2016.· Business Case Development for the New Museum— Introduction and

Description of the Requirement (Ref: MAAS — M 16/011).· Business Case Development for the New Museum — Attachment A —

Statement of Requirements (Ref: MAAS — M 16/011).· Environmental Investigation Services report "Preliminary Environmental

Site Assessment for Proposed Mixed Use Development at Riverbank Square, 30B Phillip Street, Parramatta" dated 28 October 2013 (Ref. E26863K Hrpt). The borehole logs are presented in Appendix C.

PSM understand the following about the proposed development, based on the documents provided:

· The New Museum is located adjacent to Parramatta River on Phillip Street, in the central business district of Parramatta.

· The site is currently occupied by a multistorey car park.· Details of the proposed development, eg. basement levels, building loads,

etc., are not known to PSM. The concept plan will only be available in September 2016.

PSM has engaged JBS&G Australia to undertake contamination assessment for the site. JBS&G's report will be submitted as a separate document.

2 GEOTECHNICAL INVESTIGATION

2.1 Fieldwork

The fieldwork was undertaken on 11 and 12 August 2016 under the fulltime supervision of a PSM geotechnical engineer, who undertook the following tasks:

· Directing drilling / testing / sampling

· Preparing engineering logs

· Taking photographs of the site, soil samples and recovered rock cores

· Undertaking point load strength index tests on recovered rock core

· Collection of samples for testing in an environmental laboratory

PSM PSM3072-006R4 2 September 2016

3.3 Subsurface conditions

The subsurface conditions encountered within the boreholes are summarised in Table 2 and Table 3. The encountered subsurface conditions were consistent with the published information in the geological map.

TABLE 2SUMMARY OF INFERRED SUBSURFACE CONDITIONS ENCOUNTERED INPSM BOREHOLES

INFERRED

UNIT

ENCOUNTERED

DEPTH OF TOP

OF INFERRED

UNIT(m)

DESCRIPTION

TOPSOIL /

EXISTING

FILL

0.0

Existing pavement (asphalt and roadbase).Clayey Sandy GRAVEL to Gravelly SAND with some clay. SAND; medium grained, brown, sub angular gravel up to 20 mm, low plasticity clay. Some pieces of brick observed.

NATURAL

SOIL

0.1 to 1.2

Clayey SAND to SAND; fine to medium grained, grey, inferred to be of variable density from loose to dense. Clay is medium to high plasticity.

SHALE

5.0

SHALE; brown to dark grey, extremely weathered, extremely low strength.

SANDSTONE

3.0 to 7.7

SANDSTONE; grey, fine to medium grained, moderately weathered to fresh, inferred high strength. The upper 1 m of the unit is inferred low to medium strength.

The elevations at which these units were encountered at each borehole location are summarised in Table 3. These are consistent with the conditions encountered in the EIS boreholes included in Appendix C.

The elevation of the top of the SANDSTONE unit in both the PSM and the EIS boreholes is shown on Figure 4. The elevation of the EIS borehole logs has been inferred on the basis of the available surface survey.

PSM PSM3072-006R6 2 September 2016

4.2 Permanent and temporary batters

The batter slope angles shown in Table 4 are recommended for the design of batters up to 4 m height and above the groundwater table; subject to the following recommendations:

1. The batters shall be protected from erosion.

2. Permanent batters shall be drained.

3. Temporary batters shall not be left unsupported for more than 1 month without further advice, and inspection by a geotechnical engineer should be undertaken following significant rain events.

4. Where loads are imposed or structures/services are located within one batter height of the crest of the batter, further advice should be sought.

5. Exposed rock faces should be inspected by an experienced geotechnical engineer or engineering geologist during excavation at 1.5m lifts to assess the need for localised rock bolting and/or shotcreting to control adverse jointing in the SANDSTONE unit and for overall face support.

TABLE 4BATTER SLOPE ANGLES

UNIT TEMPORARY PERMANENT

FILL 1.5H : 1V 2H : 1V

NATURAL SOIL 1.5H : 1V 2H : 1V

SHALE 1.5H : 1V 2H : 1V

SANDSTONE Vertical* Vertical*

Note: *: See above requirements regarding inspections and local support.

Steeper batters may be possible subject to further advice, probably including inspection during construction.

4.3 Excavation support

Permanent cuts, particularly for basement excavations in the FILL, NATURAL SOIL, SHALE and SANDSTONE units steeper than the recommended permanent batter slopes in Table 4 will need to be supported by some form of retaining structure.

The design of these structures should be based on the following:

· Technical factors:

- Performance

- Ground conditions and associated design parameters as provided in Table 5

- Water pressure (depending on the type of structure)

- Surcharge loading and

PSM PSM3072-006R8 2 September 2016

· The developments are usually conditioned on monitoring of groundwater levels, assessment and estimation of temporary inflows during construction, and assessment of effect on neighbouring structures.

PSM can undertake the above, but this is outside the scope of this report. We can provide some examples of the Office of Water requirements if these are deemed helpful.

4.4 Foundation

4.4.1 Shallow footings

Pad footings can be proportioned on the basis of an allowable bearing pressure (ABP) for centric vertical loads provided in Table 5. Higher ABPs in soil units may be available, but these depend on the size, depth, loads, etc and would be subject to specific advice. For the SANDSTONE unit an allowable bearing pressure of 6000 kPa should be achievable subject to a more stringent inspection and spoon testing regime.

Settlements in soil units can be estimated using the elastic parameters provided in Table 5. We note that allowable bearing pressures presented in Table 5 assume a settlement of approximately 1% (or less) of the least footing dimension for footings in Shale and Sandstone units.

4.4.2 Piles

Piles should be designed in accordance with the requirements in AS 2159-2009, Piling -Design and Installation. The parameters provided in Table 5 may assist in the design of piles.

TABLE 5ENGINEERING PARAMETERS OF INFERRED GEOTECHNICAL UNITS

INFERRED

UNIT

BULKUNIT WEIGHT (kN/m3)

SOIL

EFFECTIVE

STRENGTH

PARAMETERSULTIMATE

BEARING

PRESSURE

UNDER

VERTICAL

CENTRIC

LOADING

(kPa)

ALLOWABLE

BEARING

PRESSURE(ABP)

UNDER

VERTICAL

CENTRIC

LOADING(kPa)

ULTIMATE

SHAFT

ADHESION

(kPa)

ELASTIC PARAMETERS

c, (kPa)

46'

(deg)

LONGTERM

YOUNG

MODULUS

(MPa)

POISSON'S RATIO

FILL

18

0

25

2501

1001

NA

10

0.3NATURAL

SOIL

18

0

30

4201

1501

NA

10

0.3

SHALE

22

5

30

3,0002

7003

50

100

0.3

SANDSTONE4

22

N.A.

N.A.

15,0002

3,5003

800

350

0.25

Note: 1. Pad footings (for ABP of 150 kPa) should have a minimum horizontal dimension of 1.0 m and a minimum embedmen depth of 0.5 m.

2. Ultimate values occur at large settlement (>5% of minimum footing dimensions).3. End bearing pressure to cause settlement of <1% of minimum footing dimensions.

PSM3072-006R10 2 September 2016

5 GENERAL

If at any time, the conditions are found to vary from those described in this report, further advice should be sought.

For and on behalf ofPELLS SULLIVAN MEYNINK

AGUSTRIA SALIM DAVID PICCOLOAssociate Principal

REFERENCES

1. Australian Standard AS2159:2009, Piling — Design and Installation, Standards Australia

PSM PSM3072-006R12 2 September 2016

APPENDIX B

POINT LOAD TEST RESULTS

PSM PSM3072-006Ra \